Loading...
HomeMy WebLinkAboutSite Plan of Development (17) >� TOWN OF SOUTH WINDSOR, CONNECTICUT c ; PLANNING AND ZONING COMMISSION APPLICATION FO s Application No. s°R'`O"c ��P- 7El Date Received: f1- o?(o- y(o _Ac t i,o n l p - hvT' �- 9 7 NOV 14 1996 Receipt No . : Antonio M. Pacheco c/o Pacheco Masonry rY SOUth WindSorINI Anin ,...--,.. ._ AGENCY/ ADDRESS: 307 Bonnie Street, New Bedford,MA 02744 CONSERVATION COMMISSION OWNER OF RECORD ON LAND RECORDS: Bank of South Windsor ADDRESS: 1695 Ellington Road, South Windsor,CT 06074 COMPLETE LOCATION OF PROPERTY: 1000 & 1006 Sullivan Avenue ASSESSOR'S MAP# 100 PARCEL# 29 LOT# ZONE GC NAME, ADDRESS, & TELEPHONE NUMBER OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: Peter R. DeMallie,Principal, Design Professionals,Inc. ,165 S. Satellite Road, South windsor,CT 06074 , TELEPHONE 291-8755 THIS APPLICATION IS FOR: (Check all that apply) : 1 . Zone Change to (Public Hearing required) . 2 . Subdivision/Resubdivision. a. Subdivision Minor Major b. Resubdivision _ Minor Major (Public Hearing Req. ) C. Conditional Approval d. Open Space Subdivision (Public Hearing Required) l 3 . Special Exception to Article (Public Hearing Required) x 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 8 . Amendment to Town Plan. 9 . Temporary and Conditional permit. 10 . Other (explain in 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 REQUI D ON ATT CHED CHECKLIST, ALL OF WHICH CONSTITUTE THE APPLICATION.Z&rmy�L _ �- (�--: V licant Owner Q1qNk() fxJ-r t x TOWN OF SOUTH WINDSOR CHECKLIST /J RE,QQUIRED INFORMATION SITE PLANS APPLICANT 14 01VIO "�• G�EG vw PROJECT NAM E�f/N�tC/N ' �N(IT S This checklist must be signed by plan preparer (P.E./L.S.Ydec)aring that all required information is provided. Items 1-7 are required for all applications; items $:-1� ;regired where appropriate. Check mark for each item supplied. V/ 1. On each sheet for plans or maps, title block with the following information: v-1 a. Name, address and telephone of applicant. Z b. Name, address and telephone number of Land Surveyor or Professional Engineer. ✓ c. Name of Development. d. Date when drawings were made. 2. Key Map: An overall map drawn to a scale of 1 inch equals 200 feet, which can be used as an overlay on Metropolitan District Maps. This map will show the overall design of the Development and surrounding property within 500 feet. a/ a. Date block which gives needed zoning information such as percentage of lot coverage, acreage of tract, number of apartment units, parking requirements, etc. ✓ b. Layout of buildings. ,/ c. Layout of streets and parking. ✓ d. Lines indicating proposed drainage system with direction arrows. - e. Lines indicating sanitary sewer system with direction arrows. f. Names of surrounding property owners. g. Proposed open spaces and recreation areas. h. Driveway cuts on surrounding properties. 3. Architectural Elevations: See attached checklist for Architecture and Design Review. _✓ 4. Plot Plan: A layout map of the proposed site drawn to a scale of 1 inch equals 40 feet on either of the following size sheets: (1) 24" x 36" with a 3/4" ruled margin; (2) 18" x 24" with a 1/2" ruled margin, containing the following data: a. Distance and bearings of all boundary lines and acreage of site. Iron pins required at all property angle points and shown on map. tl;KA b. Proposed streets and street lines with center line station, curve data, and parking spaces. ! 9. Plans and Profiles: A plan and profile of the proposed streets drawn on plan/profile paper of scales 1 inch to 40 feet horizontally, and 1 inch to 4 feet vertically.on sheets not exceeding 24 inches by 36 inches, including ruled margins and containing the following: a. Layout of streets in sections coordinated by stations with the profile. b. Street plan showing roadways and drainage. c. Sight line at driveway & street intersections. d. Profile of roadway showing existing and finished grades. Roadway profile will show all tangent grade and all vertical curve information. e. Profile will show all catch basins and all drainage lines between catch basins with all invert and top of frame elevations. Drainage lines will be shown and described as to material. f. Where any storm drainage line discharges into an existing brook sufficient profile of this brook will be shown to determine conditions. g. Metropolitan District Commission datum shall be used on all sites accessible to these controls. The Town Engineer shall, based on standard engineering practices, determine the accessibility of these controls. h. Profiles shall show all sanitary sewer lines and manholes, including elevations, sizes, lengths, and slopes of pipes. Top of foundation elevations for building shall be shown. 10. Open Space Site Improvement Plans: For sites which require or include a provision for open spaces, a plan which contains data for site improvement may be required. This map shall be drawn to a scale of 1 inch equals 40 feet. 11. Sanitary Report: Where individual sanitary sewage disposal systems are proposed, the final plans shall include a Sanitary Report certified by a Professional Engineer. The report shall demonstrate the feasibility of the proposed individual systems; the report should deal with the area as a whole, discussing the following points: a. General nature and development of surrounding area. b. Topography and natural drainage pattern. c. Subsurface conditions as shown by subsurface investigation, including soil absorption characteristics, ground water level conditions, ledge rock, and general nature of soil. d. General description of type of development contemplated. e. Detailed description of proposed sanitary sewage disposal facilities, indicating sizes for various ground conditions, materials to be used, and the general layout pattern to be used, etc. f. Special precautions that may be necessary to provide proper functioning of the proposed disposal systems. g. map of general area with locations of all tests shown on proposed layout. h. Flood heights of any nearby streams, brooks, or rivers. - 3 - STANDARD APPROVAL MODIFICATIONS FOR SITE PLAN (rev. 2/7/89) PROJECT I S:g�a � 1� N,v' APPL. NO. 7U-/0 ENGINEER/ARCHITECT b1t!� �Yy PROJ. NO. DWG. NO. DATE REV. DATE SUBMIT MYLARS OF SHEETS . . 7y' 1. Prior to commencement of any site work, a meeting must be held with Town Staff. -2. No building permit will be issued until the final mylars have been filed in the Town Clerk's Office. 3 . This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission, including a bond in the amount of $ P-W& 4 . An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 4.13.10 of the Zoning Regulations. 5. Footing drains are required if the building has a basement. �b . A landscape bond in the amount of $ ZD100 , is required and must be submitted prior to filing of mylars. 7 . All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. Black and white transparent mylars of Sheets # with the above modifications, together with three blueprint copies of the entire set of plans must be submitted to this Commission within 30 days to be stamped and signed. The letters of approval of this Commission, as well as the Inland Wetlands Agency/Conservation Commission, must be reproduced on the mylars. After the mylars have been signed by the Commission, they will be returned to you for filing in the Office of the Town Clerk within 90 days. After filing these plans, a copy of the receipt must be submitted to the Planning Department. t � ��� JVC, Sr lr Ut hie :�� l S e� ll2 � r°✓r c v.�s r� t/�.r 6L a- Up-a-ILt - r. DUNK/N DONUTS SULLIVAN AVE > i3 d ©'f 'f� 8-� c �✓<-� rle''J4. Uld)V'6 r' 1. Request for approval of a site plan of development for a new building to be shared by Dunkin Donuts and an as-yet unidentified retail facility at 1000/1006 Sullivan Avenue (next to Colony Shops, where the old Sunnyside Market used to be), GC zone. There is an existing building on site that will be removed. You will also notice that this survey shows that the driveway serving the adjacent residence is located partly on this site. 2. The proposed building is 5550 square feet. Impervious coverage is 45%; 65% allowed. This site received variances in 1990 to reduce the required buffer from 50 feet to 20 feet, and the required front yard setback from 50 feet to 40 feet. This applicant has not utilized the front yard setback variance with this application. The applicant is requesting a waiver for 13 spaces, 63 required, 50 provided. 3. The possibility of interconnection of this site with the adjacent Colony Shops site has been suggested previously. Because of its location, and the proposed high turnover, high trip generation associated with Dunkin Donuts, we have serious concerns regarding the safety of a curb cut for this site on Sullivan Avenue. Town staff, including the Director of Public Works, Town Engineer, Superintendent of Streets, South Windsor Police Services, and myself are unanimous in our strong recommendation to the Commission that, if this application is approved, entrance through Colony Shops is the desired entrance to this facility for a number of reasons: • the driveway location is at the base of a hill leading into a curve, with minimal sight distance • the base of that hill is a difficult stop/start position in slippery conditions • left turns in and out during peak hours will be extremely difficult. This is the same concern that has been expressed by the Commission and staff for other recent applications on Sullivan Avenue, but the project trip generation for this site is ten times the projected trip rate for the Collins Crossing development. • There is a traffic light at the Colony Shops entrance, which will enable vehicles patronizing Dunkin Donuts to make safe left turns in and out during peak traffic hours. • The traffic report estimates 2000 trips per day into and out of Dunkin Donuts. While much of this traffic may be pass-by traffic, that is 2000 turning movements, each of which introduces conflict points, thus potential accidents. Those conflict points are managed much more safely at a traffic signal. • This site is a prime example of the type of sites and locations for which access management provides the largest benefits to the roadway system and the traveling public, by minimizing traffic flow disruptions, and maximizing traffic safety. I have a letter from Wilbur Smith Associates, the Town's access management consultant, that I would like to read into the record. Harry Strate, Project Engineer with Wilbur Smith Associates, is here tonight to answer questions. Harry is very familiar with Sullivan Avenue and has extensive engineering experience with the traffic flow and safety problems created by the numerous driveways, as well as the recommended solutions. *************Read Harry's Letter************* It is my understanding that DOT has also indicated to Town staff that DOT would prefer that this site be accessed through Colony Shops. Staff understand that Dunkin Donuts would prefer their own site driveway, and that the entrance through the Colony shops may not be ideal, but it is a better alternative for traffic flow and safety than a separate driveway. I have spoken with the owner of the Colony Shops, Ron Martin, and he informed me that he is quite interested in an interconnection between the two sites and will cooperate fully with the Town Dunkin Donuts in the provision of that interconnection. (Mr. Martin is here tonight) There are other possisble scenarios for interconnection that have not yet been explored. Staff are not satisfied that an interconnection is not possible. This site design should also be sensitive to the possibility of a future interconnection with the site to the east, which is currently a residence. 4. Staff are also concerned about the site circulation pattern. Sheet 3 of the site plan shows that vehicles entering the site are directly confronted with vehicles exiting the site from the right side of the building. This entrance pattern requires vehicles to jog to the right if they are using the drive-thru in order to avoid being in the same travel lane as vehicles traveling in the opposite direction. This is a very undesirable condition. 5. There is a buffer requirement that has been reduced by ZBA from 50' to 20'. Staff has a concern about the adequacy of the buffer provided, partly because of the height of this site in relation to the Neighborhood abutting this site. This site is higher than the Colony Shops and the Neighborhood because those sites had gravel removed prior to building construction. The proposed buffer consists of a row of evergreen trees supplemented by a row of deciduous shrubs, on top of a six foot berm. The Commissions buffer regulations require that the field of view between abutting residential and non-residential uses shall be obscured visually within 5 years to such an extent that the activity on the abutting lot is not immediately apparent; and that the field of view be substantially obscured visually by the maturity of the planting. We are unable to determine whether the proposed buffer meets these requirements since the required typical sections through the buffer were not provided. We are concerned that the Neighborhood will have a good view of the top half of the building and site lighting, and that speaker noise will be a nuisance from the 24 hour drive-thru window order box. Since there is no public hearing on this application, the neighbors may be unaware that any activity is going to occur on this site until construction begins. Staff would like to suggest that, if this site is lowered by removing the gravel, both the interconnection to the Colony Shops and the buffering of this site from the Neighborhood would be greatly facilitated. Public water and sewer are available in Sullivan Avenue. . There are no regulated wetlands on this site. An application for conservation plan was approved with a $2000 bond. The IWA/CC requests that this Commission include an approval condition requiring biannual maintenance and cleaning of drywell structures. The Architectural and Design Review Committee reviewed this site. Overall they felt that the building design and landscaping were pleasing, but had the following comments: • the lighting should be upgraded to better match the colonial style of the building, • the cupolas on the roof should be at least 6 feet wide to be more proportional with the remainder of the building, • the mechanical units should be located and screened if necessary, • consideration should be given to adding a wall or other treatment to screen the protruding freezer, and • suggests that the maximum height of the sign be 12 1/2 feet. We would note that the proposed sign is larger than permitted, and thus would be subject to ZBA approval. There are two proposed dumpsters, on concrete pads. I could not find the proposed screening on the site plan; this will need to be added. If this site plan is approved, the staff respectfully requests that the Commission require that the site be interconnected with the Colony Shops site, and that other modifications as noted be incorporated into the approval. lYlQ�.c�� 96-7SP da" ;tG -,5-6 S, 6L JA TL oQa��.9 Dc�3l, i94�G a�d1 � �o-f 7-33.�ee�$ .a.u�<e .A�cx� urc7d?,Ga au� �/J/�—` sec- , G�"l.c�-0'oa..Tr�c � .�c,s�i u�w�G�.P�e�a.Y � e s�6. 4 . TAP .�,�� r� -�.e4�G-� -� ��-�.�p ��OA.�-ems z 4� SOUTH WINDSOR POLICE SERVICES IN HOUSE REFERRAL FORM COMMENT SHEET Project: 96-75P Dunkin Doughnuts Please note the following comments related to the Dunkin Doughnuts Site Plan It is strongly recommended that access to the property be made from the Colony Shops (property of Ronald Martin) for the following reasons: 1. The traffic light for the Colony Shops would control traffic for both the Colony Shops and the Dunkin Doughnut Site. This is more preferable than traffic entering and exiting Sullivan Avenue without a light. 2. Peak traffic would limit entrance from and exit to Sullivan Avenue from the proposed driveway. 3. A Traffic Management study for the Buclkand Road/ Sullivan Avenue Corridor has indicated that "Whenever possible driveways should be eliminated". " As a second choice, the number of driveways should be minimized. Strategies may include consolidation of driveways, sharing of joint driveways or cross property access (parking lot to parking lot)". 4. Exiting left onto Sullivan Avenue from the proposed driveway is a safety concern. 5. Construction on Sullivan Avenue at Ayers Road will effect the proposed driveway. wt9IQ4� Sergeant Michael K. Ritter Manager, Traffic Unit J � mosey ;J-j-LI s C 4s- .r-( _ cvv(eJ ����f e p b l ecru /�re �t�v � t ' `ff e d-F c d-e 710 s v6 In rf USe ex Yv t I r ` j g cad-c.sK �f l -1)/dt f I ST O-es fired S t; ki p t DKS Associates . 609 Farmington Ave, Suite 101 Hartford,CT 06105 Thursday, October 24, 1996 Antonio Pacheco Pacheco Masonry 307 Bonnie Street New Bedford, MA 02744 RE: Proposed Dunkin Donuts, Sullivan Ave, South Windsor Dear Tony: We have completed preliminary investigations regarding traffic issues related to the proposed construction of a new Dunkin Donuts on Sullivan Ave, (Route 194) in the vicinity of the Colony Shopping Center just west of the intersection of Ayers Road in South Windsor,Connecticut. This letter will present our findings to date and address the essential issues regarding traffic implications of this site. The proposed project will result in the relocation of the existing Dunkin Donuts from Twin Plaza across Sullivan Ave. within /� mile of the proposed site. The construction will involve the development of the Dunkin Donuts facility and some 3750 square feet of retail space. The site will be provided with approximately 55 parking spaces. The Dunkin Donuts will be developed with a drive through window to allow patrons to obtain service from their vehicles in addition to the counter service normally provided for such a facility. Access to this facility will be by a single drive constructed to Sullivan Ave. We are advised that the topography of the site precludes the connection of this property to the adjacent Colony Shopping Center. Future connection to the property east of the site is possible depending on how that property is developed. Sullivan Ave carries some 15000 vehicles per day in this area with approximately 800 vehicles in the morning and 1400 vehicles in the evening passing the site during the respective peak hour. Our traffic counts taken in August of this year indicate a consistent daily volume in this area rather than very high peaking. This is consistent with the retail shopping facilities in this area. On the basis of ITE Trip Generation factors this project should generate the following trips. Daily 2000 trips, AM Peak Hour 50 in, 49 out. PM Peak Hour 42 in, 39 out. A trip is a one way movement into or out of the site. The Connecticut Department of Transportation latest three year record for accidents on Sullivan Ave. .indicated some 11 recorded accidents between Ayers Road and the Drive to the Colony Shopping Center. Thck location is not listed on the SLOSS Report maintained for high accident rate locations in the State of Connecticut. s Mr.Antonio Pacheco October 24,1996 Page 2 The proposed drive will be located so that sight distance available to approaching and exiting vehicles is as follows: To the east: 541 feet To the west: over 1200 feet Sight distance measurements were taken at an Eye Height of 3.5 ft. to an object height of 4.5 feet at a point 20 feet from the existing curb of Sullivan Ave. These measurements indicate that sight distance is achievable for a design speed of 45 miles per hour for this location. To confirm the actual operating speed a speed count was performed for Sullivan Ave. The results of this study indicated a speed of 38.6 miles per hour in the west bound direction and 42 miles per hour in the eastbound direction. We requested the Connecticut Department of Transportation to confirm these findings and their independent measurement indicated 41.5 mph+/- in each direction. Under design criteria of ConnDOT the mandated sight distance is to be based on the 45mph hour speed for 85th percentile speeds of 41 to 46 mph. The minimum sight distance required is 455 feet and the desirable sight distance is 630 feet. As noted the measured distances fall above the minimum required sight distance. It should be noted that the distance measured to the east was less than can actually be achieved and is limited by the location of the public right of way line on the southerly curb of Sullivan Ave. This is done to insure that the measured distance does not require easements to guarantee maintainability. The actual sight distance is somewhat longer. The Department of Transportation is currently preparing design plans for the improvement of the Ayers Road intersection and upgrading of geometry on Route 194 at this intersection. Following the construction of that project the revised geometrics will bring the area to a 50 mph design speed and increase the sight distance from the drive to in excess of 565 feet. trust the above information is useful to your application process. If you require further data or f rmation please call our off ce. in or y, es W. Ford, E JWF/hs Cc: Peter DeMallie -------------------------------------------------------------------------- DESIGN PROFESSIONALS Inc. 165 South Satellite Road South Windsor, Connecticut 06074 MOOT NOV 19 1996 South Windsor Planning & Zoning Commissiol Hydrologic Study DUNKIN? DONUTS Sullivan Ave. South Windsor, Connecticut October 31, 1996 DUNKIN' DONUTS Sullivan Ave. South Windsor, Connecticut TABLE OF CONTENTS Topic Page Introduction I Existing Drainage Areas 2 Proposed Drainage Areas 20 Catch Basin Drainage Areas & Drywell Analysis 35 Culvert Analysis 77 INTRODUCTION The proposed development of Dunkin' Donuts consists of a 2300+/- sq.ft. restaurant and a 3250 +/- sq.ft. retail plaza with 50 parking spaces. The property is the former site of the Sunnyside Market and is 1.5 +/- acres in size and is located on the north side of Sullivan Avenue just west of the Ayers Road intersection. Presently the site is 2/3 wooded and consists of Enfield Silt Loam soils. The existing drainage area has been divided into 3 areas for this drainage analysis. Area 1 consists of 0.15 ac. that flows over the northern property line into an existing detention basin of The Neighborhood. Area 2 consists of the 1.23 ac. of the site that flows to or eventually flows to the existing drainage system in Sullivan Avenue. Area 3 is a wooded area on the northeastern portion of the site that ponds on site. It is an area that contains no proposed development. The proposed development of Dunkin' Donuts would reduce Area 1 to 0.05 ac. flowing across the northerly property line, and would reduce Area 2 to 0.30 ac. flowing to the Sullivan Ave. drainage system. The existing and proposed peak rates of runoff have been calculated using a SCS runoff hydrologic method and are included in this hydrologic analysis. To maintain a zero increase in the peak rates of runoff after development of the site,6 - 8 foot diameter drywell structures are proposed since the nearest existing drainage structure in Sullivan Avenue is located approximately 160 feet west of the property line. The drywells have been sized to retain a storm with a rate of return frequency equal to 100 years. The assumption was made during the design of the drywells that even for larger storm events, all flows generated in the watershed area reach the catchment areas. Soil test results indicate a sandy soil with a permeability greater than 600 feet per day throughout the site. A connection has been made between pairs of drywells to aid in equalizing recharge and compensate for clogging. The stormwater drainage system has been proposed to be connected by a 12" pvc pipe which ends in a capped stub from CB No. 5. The pipe connection has been proposed to connect into any upgraded drainage system which may exist in the future in Sullivan Ave. This proposed pipe system has been designed for a storm event with a rate of return of 10 years. Topography was taken from the site development plans generated through a field survey. Existing pipe sizes and invert elevations were measured and watershed boundaries confirmed in the field. Drainage area maps of existing and proposed watershed conditions have been included in this report. In summary,the proposed development of the site can be accommodated utilizing the proposed drainage layout and drywells. This stormwater utility design effectively minimizes the downstream impacts from the increase in runoff and erosion due to site development. The following pages contain the calculations involved in the storm water drainage system design. The determinations of the peak rates of storm water runoff adheres to the methods suggested in the Connecticut Soil Erosion and Sediment Control Guidelines. Existing Drainage Areas DRZ a t+ 4 0, 3 �T •b 1Ft_..rt" NM.t mom oo aR E INtrr n a�irtunn N• tm am 1Esv r N1Rtau] Nrtasae our to i __tMkta6.9 ra _- _.-_ --------------- 134 n v.. ''r 1 1 1� Q� ' i•a� � � I �--�rrw _ i � j_ •.I . �_ w 11 1 1� i 1 PARCEL f+�r 9�; .�.. a tf i01 'c .""��'�► ' I -- 69,59-Tsq. ft. .� ��.� '•rP I ------------ fl . � -------------- - 1� Or ttaa Haar tsx tMv, - I I •,•, +,0-2 Z. t� I .rcinaa aria N�ciain RALPH C. &MARY r HALL RONALD MART/N ROSE D. PETRA/AS 1 awn xt.a "I � mM.t 90a. tan.1 E ^1a n N C ` / NNt�N M i - ayTu!01lf t s=a.v !1axA r i Nr:126Y aR■ Nr1a ua or i� Ilk •aaa ^ mta.m !' Cs• � NM.M13 to v. n ORYK 1 r. tr .•na 1 �' '3maaE_ Y', �— !- ———�•r. — ------------- — .u.x. .o — --- ••. Qa.. ! M.. SULL / VAN AVENUE � ITS. Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft) 1 SCS Runoff 0.0 1 739 0.00 2 ---- ------ ------ Existing North 2 SCS Runoff 0.3 1 728 0.04 2 ---- ------ ------ Existing Sulli✓A0 3 SCS Runoff 0.0 1 739 0.00 2 ---- ------ ------ Existing Site fawn, Proj. file: 96925E.GPW OF file: SAMPLEADF Run date: 11-15-1996 Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft) ---------------------------------- 1 SCS Runoff 0.1 1 726 0.01 10 ---- ------ ------ Existing North 2 SCS Runoff 1.4 1 726 0.11 10 ---- ------ ------ Existing Sullivq,J 3 SCS Runoff 0.2 1 726 0.02 10 ---- ------ ------ Existing Site Proj. file: 96925E.GPW OF file: SAMPLEADF Run date: 11-15-1996 Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft) 1 SCS Runoff 0.2 1 726 0.02 25 ---- ------ ------ Existing North 2 SCS Runoff 2.1 1 725 0.16 25 ---- ------ ------ Existing SullivAN 3 SCS Runoff 0.3 1 726 0.02 25 ---- ------ ------ Existing Site Po.rv�,s Proj. file: 96925E.GPW OF file: SAMPLE.IDF Run date: 11-15-1996 Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft) 1 SCS Runoff 0.3 1 725 0.02 50 ---- ------ ------ Existing North 2 SCS Runoff 2.8 1 725 0.21 50 ------ Existing SullivAA 3 SCS Runoff 0.4 1 725 0.03 50 ---- ------ ------ Existing Site FbADWdar Proj. file: 96925E.GPW OF file: SAMPLEADF Run date: 11-15-1996 Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft) 1 SCS Runoff 0.4 1 725 0.03 100 ---- ------ ------ Existing North 2 SCS Runoff 3.5 1 725 0.26 100 ---- ------ ------ Existing Sulli✓M1 3 SCS Runoff 0.5 1 725 0.04 100 ---- ------ ------ Existing Site `PoAmid Proj. file: 96925E.GPW OF file: SAMPLEADF Run date: 11-15-1996 Hydrograph Report Page 1 Hyd. No. 1 Existing North Hydrograph type = SCS Runoff Peak discharge = 0.02 cfs Storm frequency = 2 yrs Time interval = 1 min Drainage area = .15 ac Curve number = 55 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=140 cuft;0.003 acft Hydrograph Discharge Table Time -- Outflow (hrs cfs) 12.13 0.01 12.15 0.01 12.17 0.01 12.18 0.01 12.20 0.01 12.22 0.01 12.23 0.02 12.25 0.02 12.27 0.02 12.28 0.02 12.30 0.02 12.32 0.02 << 12.33 0.02 12.35 0.02 12.37 0.02 12.38 0.02 12.40 0.02 12.42 0.01 12.43 0.01 12.45 0.01 12.47 0.01 12.48 0.01 12.50 0.01 12.52 0.01 12.53 0.01 ...End f.l Hydrograph Report Page 1 Hyd. No. 2 Existing Sullivan Ave. Hydrograph type = SCS Runoff Peak discharge = 0.30 cfs Storm frequency = 2 yrs Time interval = 1 min Drainage area = 1.23 ac Curve number = 59 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume= 1,719 cult,0.039 acft Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 11.98 0.02 12.55 0.12 13.12 0.07 13.68 0.06 12.00 0.04 12.57 0.11 13.13 0.07 13.70 0.06 12.02 0.07 12.58 0.11 13.15 0.07 13.72 0.06 12.03 0.12 12.60 0.10 13.17 0.07 13.73 0.06 12.05 0.17 12.62 0.10 13.18 0.07 13.75 0.06 12.07 0.21 12.63 0.10 13.20 0.07 13.77 0.06 12.08 0.25 12.65 0.10 13.22 0.07 13.78 0.06 12.10 0.28 12.67 0.10 13.23 0.07 13.80 0.06 12.12 0.29 12.68 0.10 13.25 0.07 13.82 0.06 12.13 0.30 << 12.70 0.10 13.27 0.07 13.83 0.06 12.15 0.29 12.72 0.09 13.28 0.07 13.85 0.06 12.17 0.28 12.73 0.09 13.30 0.07 13.87 0.06 12.18 0.27 12.75 0.09 13.32 0.07 13.88 0.06 12.20 0.26 12.77 0.09 13.33 0.07 13.90 0.06 12.22 0.25 12.78 0.09 13.35 0.07 13.92 0.06 12.23 0.25 12.80 0.09 13.37 0.07 13.93 0.06 12.25 0.25 12.82 0.09 13.38 0.07 13.95 0.06 12.27 0.24 12.83 0.09 13.40 0.07 13.97 0.06 12.28 0.24 12.85 0.09 13.42 0.07 13.98 0.06 12.30 0.24 12.87 0.09 13.43 0.07 14.00 0.06 12.32 0.23 12.88 0.08 13.45 0.07 14.02 0.06 12.33 0.23 12.90 0.08 13.47 0.07 14.03 0.06 12.35 0.22 12.92 0.08 13.48 0.07 14.05 0.06 12.37 0.22 12.93 0.08 13.50 0.07 14.07 0.06 12.38 0.21 12.95 0.08 13.52 0.07 14.08 0.06 12.40 0.20 12.97 0.08 13.53 0.07 14.10 0.05 12.42 0.20 12.98 0.08 13.55 0.06 14.12 0.05 12.43 0.19 13.00 0.08 13.57 0.06 14.13 0.05 12.45 0.18 13.02 0.08 13.58 0.06 14.15 0.05 12.47 0.17 13.03 0.07 13.60 0.06 14.17 0.05 12.48 0.16 13.05 0.07 13.62 0.06 14.18 0.05 12.50 0.15 13.07 0.07 13.63 0.06 14.20 0.05 12.52 0.14 13.08 0.07 13.65 0.06 14.22 0.05 12.53 0.13 13.10 0.07 13.67 0.06 14.23 0.05 Continues on next page... �E� Existing Sullivan Ave. Page 2 Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 14.25 0.05 15.08 0.05 15.92 0.04 16.75 0.03 14.27 0.05 15.10 0.05 15.93 0.04 16.77 0.03• 14.28 0.05 15.12 0.05 15.95 0.04 16.78 0.03 14.30 0.05 15.13 0.05 15.97 0.03 16.80 0.03 14.32 0.05 15.15 0.04 15.98 0.03 16.82 0.03 14.33 0.05 15.17 0.04 16.00 0.03 16.83 0.03 14.35 0.05 15.18 0.04 16.02 0.03 16.85 0.03 14.37 0.05 15.20 0.04 16.03 0.03 16.87 0.03 14.38 0.05 15.22 0.04 16.05 0.03 16.88 0.03 14.40 0.05 15.23 0.04 16.07 0.03 16.90 0.03 14.42 0.05 15.25 0.04 16.08 0.03 16.92 0.03 14.43 0.05 15.27 0.04 16.10 0.03 16.93 0.03 14.45 0.05 15.28 0.04 16.12 0.03 16.95 0.03 14.47 0.05 15.30 0.04 16.13 0.03 16.97 0.03 14.48 0.05 15.32 0.04 16.15 0.03 16.98 0.03 14.50 0.05 15.33 0.04 16.17 0.03 17.00 0.03 14.52 0.05 15.35 0.04 16.18 0.03 17.02 0.03 14.53 0.05 15.37 0.04 16.20 0.03 17.03 0.03 14.55 0.05 15.38 0.04 16.22 0.03 17.05 0.03 14.57 0.05 15.40 0.04 16.23 0.03 17.07 0.03 14.58 0.05 15.42 0.04 16.25 0.03 17.08 0.03 14.60 0.05 15.43 0.04 16.27 0.03 17.10 0.03 14.62 0.05 15.45 0.04 16.28 0.03 17.12 0.03 14.63 0.05 15.47 0.04 16.30 0.03 17.13 0.03 14.65 0.05 15.48 0.04 16.32 0.03 17.15 0.03 14.67 0.05 15.50 0.04 16.33 0.03 17.17 0.03 14.68 0.05 15.52 0.04 16.35 0.03 17.18 0.03 14.70 0.05 -15.53 0.04 16.37 0.03 17.20 0.03 14.72 0.05 15.55 0.04 16.38 0.03 17.22 0.03 14.73 0.05 15.57 0.04 16.40 0.03 17.23 0.03 14.75 0.05 15.58 0.04 16.42 0.03 17.25 0.03 14.77 0.05 15.60 0.04 16.43 0.03 17.27 0.03 14.78 0.05 15.62 0.04 16.45 0.03 17.28 0.03 14.80 0.05 15.63 0.04 16.47 0.03 17.30 0.03 14.82 0.05 15.65 0.04 16.48 0.03 17.32 0.03 14.83 0.05 15.67 0.04 16.50 0.03 17.33 0.03 14.85 0.05 15.68 0.04 16.52 0.03 17.35 0.03 14.87 0.05 15.70 0.04 16.53 0.03 17.37 0.03 14.88 0.05 15.72 0.04 16.55 0.03 17.38 0.03 14.90 0.05 15.73 0.04 16.57 0.03 17.40 0.03 14.92 0.05 15.75 0.04 16.58 0.03 17.42 0.03 14.93 0.05 15.77 0.04 16.60 0.03 17.43 0.03 14.95 0.05 15.78 0.04 16.62 0.03 17.45 0.03 14.97 0.05 15.80 0.04 16.63 0.03 17.47 0.03 14.98 0.05 15.82 0.04 16.65 . 0.03 17.48 0.03 15.00 0.05 15.83 0.04 16.67 0.03 17.50 0.03 15.02 0.05 15.85 0.04 16.68 0.03 17.52 0.03 15.03 0.05 15.87 0.04 16.70 0.03 17.53 0.03 15.05 0.05 15.88 0.04 16.72 0.03 17.55 0.03 15.07 0.05 15.90 0.04 16.73 0.03 17.57 0.03 Continues on next page... f� Existing Sullivan Ave. Page 3 Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 17.58 0.03 18.42 0.02 19.25 0.02 20.08 0.02 17.60 0.02 18.43 0.02 19.27 0.02 20.10 0.02 17.62 0.02 18.45 0.02 19.28 0.02 20.12 0.02 17.63 0.02 18.47 0.02 19.30 0.02 20.13 0.02 17.65 0.02 18.48 0.02 19.32 0.02 20.15 0.02 17.67 0.02 18.50 0.02 19.33 0.02 20.17 0.02 17.68 0.02 18.52 0.02 19.35 0.02 20.18 0.02 17.70 0.02 18.53 0.02 19.37 0.02 20.20 0.02 17.72 0.02 18.55 0.02 19.38 0.02 20.22 0.02 17.73 0.02 18.57 0.02 19.40 0.02 20.23 0.02 17.75 0.02 18.58 0.02 19.42 0.02 20.25 0.02 17.77 0.02 18.60 0.02 19.43 0.02 20.27 0.02 17.78 0.02 18.62 0.02 19.45 0.02 20.28 0.02 17.80 0.02 18.63 0.02 19.47 0.02 20.30 0.02 17.82 0.02 18.65 0.02 19.48 0.02 20.32 0.02 17.83 0.02 18.67 0.02 19.50 0.02 20.33 0.02 17.85 0.02 18.68 0.02 19.52 0.02 20.35 0.02 17.87 0.02 18.70 0.02 19.53 0.02 20.37 0.02 17.88 0.02 18.72 0.02 19.55 0.02 20.38 0.02 17.90 0.02 18.73 0.02 19.57 0.02 20.40 0.02 17.92 0.02 18.75 0.02 19.58 0.02 20.42 0.02, 17.93 0.02 18.77 0.02 19.60 0.02 20.43 0.02 17.95 0.02 18.78 0.02 19.62 0.02 20.45 0.02 17.97 0.02 18.80 0.02 19.63 0.02 20.47 0.02 17.98 0.02 18.82 0.02 19.65 0.02 20.48 0.02 18.00 0.02 18.83 0.02 19.67 0.02 20.50 0.02 18.02 0.02 18.85 0.02 19.68 0.02 20.52 0.02 18.03 0.02 18.87 0.02 19.70 0.02 20.53 0.02 18.05 0.02 18.88 0.02 19.72 0.02 20.55 0.02 18.07 0.02 18.90 - 0.02 19.73 0.02 20.57 0.02 18.08 0.02 18.92 0.02 19.75 0.02 20.58 0.02 18.10 0.02 18.93 0.02 19.77 0.02 20.60 0.02 18.12 0.02 18.95 0.02 19.78 0.02 20.62 0.02 18.13 0.02 18.97 0.02 19.80 0.02 20.63 0.02 18.15 0.02 18.98 0.02 19.82 0.02 20.65 0.02 18.17 0.02 19.00 0.02 19.83 0.02 20.67 0.02 18.18 0.02 19.02 0.02 19.85 0.02 20.68 0.02 18.20 0.02 19.03 0.02 19.87 0.02 20.70 0.02 18.22 0.02 19.05 0.02 19.88 0.02 20.72 0.02 18.23 0.02 19.07 0.02 19.90 0.02 20.73 0.02 18.25 0.02 19.08 0.02 19.92 0.02 20.75 0.02 18.27 0.02 19.10 0.02 19.93 0.02 20.77 0.02 18.28 0.02 19.12 0.02 19.95 0.02 20.78 0.02 18.30 0.02 19.13 0.02 19.97 0.02 20.80 0.02 18.32 0.02 19.15 0.02 19.98 0.02 20.82 0.02 18.33 0.02 19.17 0.02 20.00 0.02 20.83 0.02 18.35 0.02 19.18 0.02 20.02 0.02 20.85 0.02 18.37 0.02 19.20 0.02 20.03 0.02 20.87 0.02 18.38 0.02 19.22 0.02 20.05 0.02 20.88 0.02 18.40 0.02 19.23 0.02 20.07 0.02 20.90 0.02 Continues on next page... Existing Sullivan Ave. Page 4 Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 20.92 0.02 21.75 0.02 22.58 0.02 23.42 0.01 20.93 0.02 21.77 0.02 22.60 0.02 23.43 0.01 20.95 0.02 21.78 0.02 22.62 0.02 23.45 0.01 20.97 0.02 21.80 0.02 22.63 0.02 23.47 0.01 20.98 0.02 21.82 0.02 22.65 0.02 23.48 0.01 21.00 0.02 21.83 0.02 22.67 0.02 23.50 0.01 21.02 0.02 21.85 0.02 22.68 0.02 23.52 0.01 21.03 0.02 21.87 0.02 22.70 0.01 23.53 0.01 21.05 0.02 21.88 0.02 22.72 0.01 23.55 0.01 21.07 0.02 21.90 0.02 22.73 0.01 23.57 0.01 21.08 0.02 21.92 0.02 22.75 0.01 23.58 0.01 21.10 0.02 21.93 0.02 22.77 0.01 23.60 0.01 21.12 0.02 21.95 0.02 22.78 0.01 23.62 0.01 21.13 0.02 21.97 0.02 22.80 0.01 23.63 0.01 21.15 0.02 21.98 0.01 22.82 0.01 23.65 0.01 21.17 0.02 22.00 0.01 22.83 0.01 23.67 0.01 21.18 0.02 22.02 0.02 22.85 0.01 23.68 0.01 21.20 0.02 22.03 0.02 22.87 0.01 23.70 0.01 21.22 0.02 22.05 0.02 22.88 0.01 23.72 0.01 21.23 0.02 22.07 0.03 22.90 0.01 23.73 0.01 21.25 0.02 22.08 0.03 22.92 0.01 23.75 0.01 21.27 0.02 22.10 0.02 22.93 0.01 23.77 0.01 21.28 0.02 22.12 0.02 22.95 0.01 23.78 0.01 21.30 0.02 22.13 0.02 22.97 0.01 23.80 0.01 21.32 0.02 22.15 0.02 22.98 0.01 23.82 0.01 21.33 0.02 22.17 0.02 23.00 0.01 23.83 0.01 21.35 0.02 22.18 0.02 23.02 0.01 23.85 0.01 21.37 0.02 22.20 0.02 23.03 0.01 23.87 0.01 21.38 0.02 22.22 0.02 23.05 0.01 23.88 0.01 21.40 0.02 22.23 0.02 23.07 0.01 23.90 0.01 21.42 0.02 22.25 0.02 23.08 0.01 23.92 0.01 21.43 0.02 22.27 0.02 23.10 0.01 23.93 0.01 21.45 0.02 22.28 0.02 23.12 0.01 23.95 0.01 21.47 0.02 22.30 0.02 23.13 0.01 23.97 0.01 21.48 0.02 22.32 0.02 23.15 0.01 23.98 0.01 21.50 0.02 22.33 0.02 23.17 0.01 21.52 0.02 22.35 0.02 23.18 0.01 21.53 0.02 22.37 0.02 23.20 0.01 ...End 21.55 0.02 22.38 0.02 23.22 0.01 21.57 0.02 22.40 0.02 23.23 0.01 21.58 0.02 22.42 0.02 23.25 0.01 21.60 0.02 22.43 0.02 23.27 0.01 21.62 0.02 22.45 0.02 23.28 0.01 21.63 0.02 22.47 0.02 23.30 0.01 21.65 0.02 22.48 0.02 23.32 0.01 21.67 0.02 22.50 0.02 23.33 0.01 21.68 0.02 22.52 0.02 23.35 0.01 21.70 0.02 22.53 0.02 23.37 0.01 21.72 0.02 22.55 0.02 23.38 0.01 21.73 0.02 22.57 0.02 23.40 0.01 Hydrograph Report Page 1 Hyd. No. 3 Existing Site Ponding Hydrograph type = SCS Runoff Peak discharge = 0.02 cfs Storm frequency = 2 yrs Time interval = 1 min Drainage area = .21 ac Curve number = 55 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume= 197 cuft,0.005 acft Hydrograph Discharge Table Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) 12.12 0.01 12.68 0.01 12.13 0.01 12.70 0.01 12.15 0.02 12.72 0.01 12.17 0.02 12.73 0.01 12.18 0.02 12.75 0.01 12.20 0.02 12.77 0.01 12.22 0.02 12.78 0.01 12.23 0.02 12.80 0.01 12,25 0.02 12.82 0.01 12.27 0.02 12.83 0.01 12.28 0.02 12.30 0.02 12.32 0.02 << ...End 12.33 0.02 12.35 0.02 12.37 0.02 12.38 0.02 12.40 0.02 12.42 0.02 12.43 0.02 12.45 0.02 12.47 0.02 12.48 0.02 12.50 0.02 12.52 0.02 12.53 0.01 12.55 0.01 12.57 0.01 12.58 0.01 12.60 0.01 12.62 0.01 12.63 0.01 12.65 0.01 12.67 0.01 J�j Hydrograph Report Page 1 Hyd. No. 1 Existing North Hydrograph type = SCS Runoff Peak discharge = 0.35 cfs Storm frequency = 100 yrs Time interval = 1 min Drainage area = .15 ac Curve number = 55 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 6.90 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume= 1,155 cuft,0.027 acft Hydrograph Discharge Table Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) 11.93 0.11 11.95 0.12 11.97 0.14 ...End 11.98 0.17 12.00 0.20 12.02 0.24 12.03 0.28 12.05 0.32 12.07 0.34 12.08 0.35 << 12.10 0.35 12.12 0.33 12.13 0.31 12.15 0.28 12.17 0.25 12,18 0.23 12.20 0.21 12.22 0.20 12.23 0.19 12.25 0.19 12.27 0.18 12.28 0.18 12.30 0.17 12.32 0.17 12.33 0.16 12.35 0.15 12.37 0.15 12.38 0.14 12.40 0.14 12.42 0.13 12.43 0.12 12.45 0.12 12.47 0.11 12.48 0.10 Hydrograph Report Page 1 Hyd. No. 2 Existing Sullivan Ave. Hydrograph type = SCS Runoff Peak discharge = 3.52 cfs Storm frequency = 100 yrs Time interval = 1 min Drainage area = 1.23 ac Curve number = 59 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 6.90 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=11,205 cuft,0.257 acft Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 11.30 0.10 11.87 0.89 12.43 1.15 13.00 0.41 11.32 0.10 11.88 0.95 12.45 1.09 13.02 0.40 11.33 0.11 11.90 1.02 12.47 1.02 13.03 0.39 11.35 0.11 11.92 1.09 12.48 0.96 13.05 0.39 11.37 0.12 11.93 1.19 12.50 0.89 13.07 0.38 11.38 0.12 11.95 1.33 12.52 0.82 13.08 0.38 11.40 0.12 11.97 1.53 12.53 0.76 13.10 0.37 11.42 0.13 11.98 1.80 12.55 0.71 13.12 0.37 11.43 0.13 12.00 2.14 12.57 0.66 13.13 0.37 11.45 0.14 12.02 2.53 12.58 0.62 13.15 0.37 11.47 0.14 12.03 2.91 12.60 0.60 13.17 0.37 11.48 0.15 12.05 3.24 12.62 0.58 13.18 0.36 11.50 0,15 12.07 3.45 12.63 0.56 13.20 0.36 11.52 0.16 12.08 3.52 << 12.65 0.55 13.22 0.36 11.53 0.17 12.10 3.46 12.67 0.55 13.23 0.36 11.55 0.17 12.12 3.28 12.68 0.54 13.25 0.36 11.57 0.19 12.13 3.03 12.70 0.53 13.27 0.35 11.58 0.20 12.15 2.74 12.72 0.53 13.28 0.35 11.60 0.22 12.17 2.47 12.73 0.52 13.30 0.35 11.62 0.25 12.18 2.25 12.75 0.51 13.32 0.35 11.63 0.28 12.20 2.08 12.77 0.51 13.33 0.35 11.65 0.31 12.22 1.95 12.78 0.50 13.35 0.35 11.67 0.34 12.23 1.85 12.80 0.49 13.37 0.34 11.68 0.37 12.25 1.78 12.82 0.49 13.38 0.34 11.70 0.41 12.27 1.73 12.83 0.48 13.40 0.34 11.72 0.45 12.28 1.68 12.85 0.47 13.42 0.34 11.73 0.49 12.30 1.63 12.87 0.46 13.43 0.34 11.75 0.53 12.32 1.57 12.88 0.46 13.45 0.34 11.77 0.57 12.33 1.52 12.90 0.45 13.47 0.33 11.78 0.62 12.35 1.46 12.92 0.44 13.48 0.33 11.80 0.67 12.37 1.40 12.93 0.44 13.50 0.33 11.82 0.72 12.38 1.34 12.95 0.43 13.52 0.33 11.83 0.77 12.40 1.28 12.97 0.42 13.53 0.33 11.85 0.83 12.42 1.22 12.98 0.41 13.55 0.32 Continues on next page... f:'S, Existing Sullivan Ave. Page 2 Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 13.57 0.32 14.40 0.25 15.23 0.20 16.07 0.15 13.58 0.32 14.42 0.25 15.25 0.20 16.08 0.15 13.60 0.32 14.43 0.25 15.27 0.20 16.10 0.15 13.62 0.32 14.45 0.24 15.28 0.20 16.12 0.15 13.63 0.32 14.47 0.24 15.30 0.20 16.13 0.15 13.65 0.31 14.48 0.24 15.32 0.19 16.15 0.15 13.67 0.31 14.50 0.24 15.33 0.19 16.17 0.15 13.68 0.31 14.52 0.24 15.35 0.19 16.18 0.15 13.70 0.31 14.53 0.24 15.37 0.19 16.20 0.14 13.72 0.31 14.55 0.24 15.38 0.19 16.22 0.14 13.73 0.30 14.57 0.24 15.40 0.19 16.23 0.14 13.75 0.30 14.58 0.24 15.42 0.19 16.25 0.14 13.77 0.30 14.60 0.24 15.43 0.19 16.27 0.14 13.78 0.30 14.62 0.24 15.45 0.19 16.28 0.14 13.80 0.30 14.63 0.23 15.47 0.19 16.30 0.14 13.82 0.29 14.65 0.23 15.48 0.18 16.32 0.14 13.83 0.29 14.67 0.23 15.50 0.18 16.33 0.14 13.85 0.29 14.68 0.23 15.52 0.18 16.35 0.14 13.87 0.29 14.70 0.23 15.53 0.18 16.37 0.14 13.88 0.29 14.72 0.23 15.55 0.18 16.38 0.14 13.90 0.29 14.73 0.23 15.57 0.18 16.40 0.14 13.92 0.28 14.75 0.23 15.58 0.18 16.42 0.14 13.93 0.28 14.77 0.23 15.60 0.18 16.43 0.14 13.95 0.28 14.78 0.23 15.62 0.18 16.45 0.14 13.97 0.28 14.80 0.23 15.63 0.18 16.47 0.14 13.98 0.28 14.82 0.22 15.65 0.17 16.48 0.14 14.00 0.27 14.83 0.22 15.67 0.17 16.50 0.14 14.02 0.27 14.85 0.22 15.68 0.17 16.52 0.14 14.03 0.27 14.87 0.22 15.70 0.17 16.53 0.14 14.05 0.27 14.88 0.22 15.72 0.17 16.55 0.14 14.07 0.27 14.90 0.22 15.73 0.17 16.57 0.14 14.08 0.26 14.92 0.22 15.75 0.17 16.58 0.13 14.10 0.26 14.93 0.22 15.77 0.17 16.60 0.13 14.12 0.26 14.95 0.22 15.78 0.17 16.62 0.13 14.13 0.26 14.97 0.22 15.80 0.17 16.63 0.13 14.15 0.26 14.98 0.21 15.82 0.16 16.65 0.13 14.17 0.26 15.00 0.21 15.83 0.16 16.67 0.13 14.18 0.26 15.02 0.21 15.85 0.16 16.68 0.13 14.20 0.26 15.03 0.21 15.87 0.16 16.70 0.13 14.22 0.26 15.05 0.21 15.88 0.16 16.72 0.13 14.23 0.26 15.07 0.21 15.90 0.16 16.73 0.13 14.25 0.26 15.08 0.21 15.92 0.16 16.75 0.13 14.27 0.25 15.10 0.21 15.93 0.16 16.77 0.13 14.28 0.25 15.12 0.21 15.95 0.16 16.78 0.13 14.30 0.25 15.13 0.21 15.97 0.15 16.80 0.13 14.32 0.25 15.15 0.20 15.98 0.15 16.82 0.13 14.33 0.25 15.17 0.20 16.00 0.15 16.83 0.13 14.35 0.25 15.18 0.20 16.02 0.15 16.85 0.13 14.37 0.25 15.20 0.20 16.03 0.15 16.87 0.13 14.38 0.25 15.22 0.20 16.05 0.15 16.88 0.13 Continues on next page... 1 Existing Sullivan Ave. Page 3 Hydrograph Discharge Table Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) 16.90 0.13 17.73 0.10 16.92 0.13 17.75 0.10 16.93 0.13 17.77 0.10 16.95 0.12 17.78 0.10 16.97 0.12 17.80 0.10 16.98 0.12 17.82 0.10 17.00 0.12 17.83 0.10 17.02 0.12 17.03 0.12 17.05 0.12 ...End 17.07 0.12 17.08 0.12 17.10 0.12 17.12 0.12 17.13 0.12 17.15 0.12 17.17 0.12 17.18 0.12 17.20 0.12 17.22 0.12 17.23 0.12 17.25 0.12 17.27 0.12 17.28 0.12 17.30 0.12 17.32 0.11 17.33 0.11 17.35 0.11 17.37 0.11 17.38 0.11 17.40 0.11 17.42 0.11 17.43 0.11 17.45 0.11 17.47 0.11 17.48 0.11 17.50 0.11 17.52 0.11 17.53 0.11 17.55 0.11 17.57 0.11 17.58 0.11 17.60 0.11 17.62 0.11 17.63 0.11 17.65 0.11 17.67 0.11 17.68 0.10 17.70 0.10 17.72 0.10 t Hydrograph Report Page 1 Hyd. No. 3 Existing Site Ponding Hydrograph type = SCS Runoff Peak discharge = 0.49 cfs Storm frequency = 100 yrs Time interval = 1 min Drainage area = .21 ac Curve number = 55 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 6.90 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=1,617 cuft,0.037 acft Hydrograph Discharge Table Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) 11.85 0.10 12.42 0.18 11.87 0.11 12.43 0.17 11.88 0.12 12.45 0.16 11.90 0.13 12.47 0.15 11.92 0.14 12.48 0.14 11.93 0.15 12.50 0.13 11.95 0.17 12.52 0.12 11.97 0.20 12.53 0.11 11.98 0.24 12.55 0.11 12.00 0.29 12.02 0.34 12.03 0.40 ...End 12.05 0.45 12.07 0.48 12.08 0.49 « 12.10 0.49 12.12 0.46 12.13 0.43 12.15 0.39 12.17 0.35 12.18 0.32 12.20 0.30 12.22 0.28 12.23 0.27 12.25 0.26 12.27 0.25 12.28 0.25 12.30 0.24 12.32 0.23 12.33 0.22 12.35 0.22 12.37 0.21 12.38 0.20 12.40 0.19 Proposed Drainage Areas DRZ Mince I,---�� NM�akl Ki3 7] r '- ] `— a ___ ------ __a •v. � ------------ -` ii� � � I ( i ,'i-''1""�__rv�rd i i I �`x., � � 1 :`.LL '�-;-`•a"_�._--� ; 77 k PARCEL ♦� i ,�, e�r War, - --------B$53 sT q, ff 11 ID t4D /• r :.aa ---�-� / __ -------------- MwApmr many MAR zv }ems � ' , t ✓ `� _ ----_ N1t,K-.N stsx�- RALPH C. chi MARY T._ _ _ • ��� N�Llaa M i N1Lla1] - �' f I N,nx]rr I HALL RONALD MARTIN ' ' _ `14' f e i; L\ I i � �,i ; j i 4 � ��;• � N� V i .. _ ROSE D. PETRAIRS 1 .. as art fx a'T ` �\\"'� mei=aau wi•I n N,e ,r•.v / ,a r ,T �- •MY, to ♦•]Y I S -l'ItCtR(-- --4r'I yPnj` •� i '�. l»�W ]?t :t-.z --a«-a. •- aKw- -----crx - - --- / u..a� veom --- ----SULL / VAN AVENUE Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft) 1 SCS Runoff 0.0 1 739 0.00 2 ---- ----- ------ Proposed North 2 SCS Runoff 0.2 1 726 0.02 2 ---- ----- ------ Proposed SulliVA,,,j 3 SCS Runoff 0.0 1 739 0.00 2 ---- ------ ------ Prposed Site R.-4,p,AFe= Proj. file: 96925P.GPW OF file: SAMPLEADF Run date: 11-15-1996 Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft) 1 SCS Runoff 0.0 1 726 0.00 10 ---- ------ ------ Proposed North 2 SCS Runoff 0.6 1 725 0.04 10 ---- ------ ------ Proposed Sulli ,A,-a 3 SCS Runoff 0.2 1 726 0.02 10 ---- ------ ------ Prposed Site Po jD,noi Proj file: 96925P.GPW OF file: SAMPLE.OF Run date: 11-15-1996 i Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft) 1 SCS Runoff 0.1 1 726 0.01 25 ---- ------ ------ Proposed North 2 SCS Runoff 0.8 1 725 0.06 25 ---- ------ ------ Proposed Sullivaro 3 SCS Runoff 0.3 1 726 0.02 25 ---- ------ ------ Prposed Site Po,,mwe. Proj. file: 96925P.GPW OF file: SAMPLEADF Run date: 11-15-1996 7'1 Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft) 1 SCS Runoff 0.1 1 725 0.01 50 ---- ------ ------ Proposed North 2 SCS Runoff 1.0 1 725 0.07 50 ---- ------ ------ Proposed Sulli r4N 3 SCS Runoff 0.4 1 725 0.03 50 ---- ------ ------ Prposed Site Powp,rlL Proj. file: 96925P.GPW OF file: SAMPLE.IDF Run date: 11-15-1996 Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft) 1 SCS Runoff 0.1 1 725 0.01 100 ---- ------ ------ Proposed North 2 SCS Runoff 1.2 1 725 0.08 100 ---- ------ ------ Proposed Sullira.) 3 SCS Runoff 0.5 1 725 0.04 100 ---- ------ ------ Proposed Site ?4-mv Proj. file: 96925P.GPW OF file: SAMPLEADF Run date: 11-15-1996 Hydrograph Report Page 1 Hyd. No. 1 Proposed North Hydrograph type = SCS Runoff Peak discharge = 0.01 cfs Storm frequency = 2 yrs Time interval = 1 min Drainage area = .05 ac Curve number = 55 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 = Minimum printed Q exceeds peak flow. Total Volume 47 cult,0.001 acft ...End Hydrograph Report Page 1 Hyd. No. 2 Proposed Sullivan Ave. Hydrograph type = SCS Runoff Peak discharge = 0.21 cfs Storm frequency = 2 yrs Time interval = 1 min Drainage area = .3 ac Curve number = 67 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=770 cuft,0.018 acft Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 11.77 0.01 12.33 0.11 12.90 0.03 13.47 0.03 11.78 0.01 12.35 0.10 12.92 0.03 13.48 0.03 11.80 0.02 12.37 0.10 12.93 0.03 13.50 0.03 11.82 0.02 12.38 0.10 12.95 0.03 13.52 0.03 11.83 0.02 12.40 0.09 12.97 0.03 13.53 0.03 11.85 0.03 12.42 0.09 12.98 0.03 13.55 0.03 11.87 0.03 12.43 0.08 13.00 0.03 13.57 0.03 11.88 0.03 12.45 0.08 13.02 0.03 13.58 0.03 11.90 0.04 12.47 0.08 13.03 0.03 13.60 0.03 11.92 0.04 12.48 0.07 13.05 0.03 13.62 0,03 11.93 0.05 12.50 0.07 13.07 0.03 13.63 0.02 11.95 0.06 12.52 0.06 13.08 0.03 13.65 0.02 11.97 0.07 12.53 0.06 13.10 0.03 13.67 0.02 11.98 0.09 12.55 0.05 13.12 0.03 13.68 0.02 12.00 0.11 12.57 0.05 13.13 0.03 13.70 0.02 12.02 0.13 12.58 0.05 13.15 0.03 13.72 0.02 12.03 0.16 12.60 0.04 13.17 0.03 13.73 0.02 12.05 0.18 12.62 0.04 13.18 0.03 13.75 0.02 12.07 0.20 12.63 0.04 13.20 0.03 13.77 0.02 12.08 0.21 12.65 0.04 13.22 0.03 13.78 0.02 12.10 0.21 << 12.67 0.04 13.23 0.03 13.80 0.02 12.12 0.20 12.68 0.04 13.25 0.03 13.82 0.02 12.13 0.19 12.70 0.04 13.27 0.03 13.83 0.02 12.15 0.18 12.72 0.04 13.28 0.03 13.85 0.02 12.17 0.16 12.73 0.04 13.30 0.03 13.87 0.02 12.18 0.15 12.75 0.04 13.32 0.03 13.88 0.02 12.20 0.14 12.77 0.04 13.33 0.03 13.90 0.02 12.22 0.13 12.78 0.04 13.35 0.03 13.92 0.02 12.23 0.13 12.80 0.04 13.37 0.03 13.93 0.02 12.25 0.12 12.82 0.04 13.38 0.03 13.95 0.02 12.27 0.12 12.83 0.04 13.40 0.03 13.97 0.02 12.28 0.12 12.85 0.04 13.42 0.03 13.98 0.02 12.30 0.11 12.87 0.04 13.43 0.03 14.00 0.02 12.32 0.11 12.88 0.03 13.45 0.03 14.02 0.02 Continues on next page... Proposed Sullivan Ave. Page 2 Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 14.03 0.02 14.87 0.02 15.70 0.01 16.53 0.01 14.05 0.02 14.88 0.02 15.72 0.01 16.55 0.01 14.07 0.02 14.90 0.02 15.73 0.01 16.57 0.01 14.08 0.02 14.92 0.02 15.75 0.01 16.58 0.01 14.10 0.02 14.93 0.02 15.77 0.01 16.60 0.01 14.12 0.02 14.95 0.02 15.78 0.01 16.62 0.01 14.13 0.02 14.97 0.02 15.80 0.01 16.63 0.01 14.15 0.02 14.98 0.02 15.82 0.01 16.65 0.01 14.17 0.02 15.00 0.02 15.83 0.01 16.67 0.01 14.18 0.02 15.02 0.02 15.85 0.01 16.68 0.01 14.20 0.02 15.03 0.02 15.87 0.01 16.70 0.01 14.22 0.02 15.05 0.02 15.88 0.01 16.72 0.01 14.23 0.02 15.07 0.02 15.90 0.01 16.73 0.01 14.25 0.02 15.08 0.02 15.92 0.01 16.75 0.01 14.27 0.02 15.10 0.02 15.93 0.01 16.77 0.01 14.28 0.02 15.12 0.02 15.95 0.01 16.78 0.01 14.30 0.02 15.13 0.02 15.97 0.01 16.80 0.01 14.32 0.02 15.15 0.02 15.98 0.01 16.82 0.01 14.33 0.02 15.17 0.02 16.00 0.01 16.83 0.01 14.35 0.02 15.18 0.02 16.02 0.01 16.85 0.01 14.37 0.02 15.20 0.02 16.03 0.01 16.87 0.01 14.38 0.02 15.22 0.02 16.05 0.01 16.88 0.01 14.40 0.02 15.23 0.02 16.07 0.01 16.90 0.01 14.42 0.02 15.25 0.02 16.08 0.01 16.92 0.01 14.43 0.02 15.27 0.02 16.10 0.01 16.93 0.01 14.45 0.02 15.28 0.02 16.12 0.01 16.95 0.01 14.47 0.02 15.30 0.02 16.13 0.01 16.97 0.01 14.48 0.02 15.32 0.02 16.15 0.01 16.98 0.01 14.50 0.02 15.33 0.02 16.17 0.01 17.00 0.01 14.52 0.02 15.35 0.02 16.18 0.01 17.02 0.01 14.53 0.02 15.37 0.02 16.20 0.01 17.03 0.01 14.55 0.02 15.38 0.02 16.22 0.01 17.05 0.01 14.57 0.02 15.40 0.02 16.23 0.01 17.07 0.01 14.58 0.02 15.42 0.02 16.25 0.01 17.08 0.01 14.60 0.02 15.43 0.02 16.27 0.01 17.10 0.01 14.62 0.02 15.45 0.02 16.28 0.01 17.12 0.01 14.63 0.02 15.47 0.02 16.30 0.01 14.65 0.02 15.48 0.02 16.32 0.01 14.67 0.02 15.50 0.02 16.33 0.01 ...End 14.68 0.02 15.52 0.01 16.35 0.01 14.70 0.02 15.53 0.01 16.37 0.01 14.72 0.02 15.55 0.01 16.38 0.01 14.73 0.02 15.57 0.01 16.40 0.01 14.75 0.02 15.58 0.01 16.42 0.01 14.77 0.02 15.60 0.01 16.43 0.01 14.78 0.02 15.62 0.01 16.45 0.01 14.80 0.02 15.63 0.01 16.47 0.01 14.82 0.02 15.65 0.01 16.48 0.01 14.83 0.02 15.67 0.01 16.50 0.01 14.85 0.02 15.68 0.01 16.52 0.01 Hydrograph Report Page 1 Hyd. No. 3 Proposed Site Ponding Hydrograph type = SCS Runoff Peak discharge = 0.02 cfs Storm frequency = 2 yrs Time interval = 1 min Drainage area = .21 ac Curve number = 55 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=197 cuft,0.005 acft Hydrograph Discharge Table Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) 12.12 0.01 12.68 0.01 12.13 0.01 12.70 0.01 12.15 0.02 12.72 0.01 12.17 0.02 12.73 0.01 12.18 0.02 12.75 0.01 12.20 0.02 12.77 0.01 12.22 0.02 12.78 0.01 12.23 0.02 12.80 0.01 12.25 0.02 12.82 0.01 12.27 0.02 12.83 0.01 12.28 0.02 12.30 0.02 12.32 0.02 << ...End 12.33 0.02 12.35 0.02 12.37 0.02 12.38 0.02 12.40 0.02 12.42 0.02 12.43 0.02 12.45 0.02 12.47 0.02 12.48 0.02 12.50 0.02 12.52 0.02 12.53 0.01 12.55 0.01 12.57 0.01 12.58 0.01 12.60 0.01 12.62 0.01 12.63 0.01 12.65 0.01 12.67 0.01 70 Hydrograph Report Page 1 Hyd. No. 1 Proposed North Hydrograph type = SCS Runoff Peak discharge = 0.12 cfs Storm frequency = 100 yrs Time interval = 1 min Drainage area = .05 ac Curve number = 55 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 6.90 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=385 cuff,0.009 acft Hydrograph Discharge Table Time -- Outflow (hrs cfs) 11.98 0.06 12.00 0.07 12.02 0.08 12.03 0.09 12.05 0.11 12.07 0.11 12.08 0.12 << 12.10 0.12 12.12 0.11 12.13 0.10 12.15 0.09 12.17 0.08 12.18 0.08 12.20 0.07 12.22 0.07 12.23 0.06 12.25 0.06 12.27 0.06 12.28 0.06 12.30 0.06 12.32 0.06 12.33 0.05 12.35 0.05 ...End st Hydrograph Report Page 1 Hyd. No. 2 Proposed Sullivan Ave. Hydrograph type = SCS Runoff Peak discharge = 1.17 cfs Storm frequency = 100 yrs Time interval = 1 min Drainage area = .3 ac Curve number = 67 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 6.90 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=3,620 cuft,0.083 acft Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 11.23 0.05 11.80 0.27 12.37 0.43 12.93 0.13 11.25 0.05 11.82 0.29 12.38 0.41 12.95 0.13 11.27 0.05 11.83 0.31 12.40 0.39 12.97 0.13 11.28 0.05 11.85 0.33 12.42 0.37 12.98 0.12 11.30 0.06 11.87 0.35 12.43 0.35 13.00 0.12 11.32 0.06 11.88 0.36 12.45 0.33 13.02 0.12 11.33 0.06 11.90 0.39 12.47 0.31 13.03 0.12 11.35 0.06 11.92 0.41 12.48 0.29 13.05 0.12 11.37 0.06 11.93 0.44 12.50 0.27 13.07 0.11 11.38 0.06 11.95 0.49 12.52 0.25 13.08 0.11 11.40 0.07 11.97 0.55 12.53 0.23 13.10 0.11 11.42 0.07 11.98 0.64 12.55 0.21 13.12 0.11 11.43 0.07 12.00 0.76 12.57 0.20 13.13 0.11 11.45 0.07 12.02 0.88 12.58 0.19 13.15 0.11 11.47 0.07 12.03 1.00 12.60 0.18 13.17 0.11 11.48 0.07 12.05 1.10 12.62 0.17 13.18 0.11 11.50 0.08 12.07 1.16 12.63 0.17 13.20 0.11 11.52 0.08 12.08 1.17 << 12.65 0.17 13.22 0.11 11.53 0.08 12.10 1.14 12.67 0.16 13.23 0.11 11.55 0.08 12.12 1.07 12.68 0.16 13.25 0.11 11.57 0.09 12.13 0.98 12.70 0.16 13.27 0.11 11.58 0.10 12.15 0.88 12.72 0:16 13.28 0.10 11.60 0.10 12.17 0.79 12.73 0.16 13.30 0.10 11.62 0.11 12.18 0.72 12.75 0.15 13.32 0.10 11.63 0.13 12.20 0.66 12.77 0.15 13.33 0.10 11.65 0.14 12.22 0.61 12.78 0.15 13.35 0.10 11.67 0.15 12.23 0.58 12.80 0.15 13.37 0.10 11.68 0.16 12.25 0.56 12.82 0.15 13.38 0.10 11.70 0.18 12.27 0.54 12.83 0.14 13.40 0.10 11.72 0.19 12.28 0.52 12.85 0.14 13.42 0.10 11.73 0.21 12.30 0.50 12.87 0.14 13.43 0.10 11.75 0.22 12.32 0.49 12.88 0.14 13.45 0.10 11.77 0.24 12.33 0.47 12.90 0.13 13.47 0.10 11.78 0.25 12.35 0.45 12.92 0.13 13.48 0.10 Continues on next page... Proposed Sullivan Ave. Page 2 Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) 13.50 0.10 14.33 0.07 15.17 0.06 13.52 0.10 14.35 0.07 15.18 0.06 13.53 0.10 14.37 0.07 15.20 0.06 13.55 0.10 14.38 0.07 15.22 0.06 13.57 0.10 14.40 0.07 15.23 0.06 13.58 0.09 14.42 0.07 15.25 0.06 13.60 0.09 14.43 0.07 15.27 0.06 13.62 0.09 14.45 0.07 15.28 0.06 13.63 0.09 14.47 0.07 15.30 0.06 13.65 0.09 14.48 0.07 15.32 0.06 13.67 0.09 14.50 0.07 15.33 0.06 13.68 0.09 14.52 0.07 15.35 0.06 13.70 0.09 14.53 0.07 15.37 0.06 13.72 0.09 14.55 0.07 15.38 0.06 13.73 0.09 14.57 0.07 15.40 0.05 13.75 0.09 14.58 0.07 15.42 0.05 13.77 0.09 14.60 0.07 15.43 0.05 13.78 0.09 14.62 0.07 15.45 0.05 13.80 0.09 14.63 0.07 15.47 0.05 13.82 0.09 14.65 0.07 15.48 0.05 13.83 0.09 14.67 0.07 15.50 0.05 13.85 0.09 14.68 0.07 15.52 0.05 13.87 0.08 14.70 0.07 15.53 0.05 13.88 0.08 14.72 0.07 15.55 0.05 13.90 0.08 14.73 0.07 15.57 0.05 13.92 0.08 14.75 0.07 15.58 0.05 13.93 0.08 14.77 0.07 15.60 0.05 13.95 0.08 14.78 0.07 15.62 0.05 13.97 0.08 14.80 0.07 15.63 0.05 13.98 0.08 14.82 0.06 15.65 0.05 14.00 0.08 14.83 0.06 14.02 0.08 14.85 0.06 14.03 0.08 14.87 0.06 ...End 14.05 0.08 14.88 0.06 14.07 0.08 14.90 0.06 14.08 0.08 14.92 0.06 14.10 0.08 14.93 0.06 14.12 0.08 14.95 0.06 14.13 0.08 14.97 0.06 14.15 0.08 14.98 0.06 14.17 0.08 15.00 0.06 14.18 0.08 15.02 0.06 14.20 0.08 15.03 0.06 14.22 0.08 15.05 0.06 14.23 0.07 15.07 0.06 14.25 0.07 15.08 0.06 14.27 0.07 15.10 0.06 14.28 0.07 15.12 0.06 14.30 0.07 15.13 0.06 14.32 0.07 15.15 0.06 Hydrograph Report Page 1 Hyd. No. 3 Proposed Site Ponding Hydrograph type = SCS Runoff Peak discharge = 0.49 cfs Storm frequency = 100 yrs Time interval = 1 min Drainage area = .21 ac Curve number = 55 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 6.90 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=1,617 cuft,0.037 acft Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 11.73 0.05 12.30 0.24 12.87 0.07 13.43 . 0.05 11.75 0.06 12.32 0.23 12.88 0.07 13.45 0.05 11.77 0.07 12.33 0.22 12.90 0.07 13.47 0.05 11.78 0.07 12.35 0.22 12.92 0.07 13.48 0.05 11.80 0.08 12.37 0.21 12.93 0.07 13.50 0.05 11.82 0.09 12.38 0.20 12.95 0.06 11.83 0.09 12.40 0.19 12.97 0.06 11.85 0.10 12.42 0.18 12.98 0.06 ...End 11.87 0.11 12.43 0.17 13.00 0.06 11.88 0.12 12.45 0.16 13.02 0.06 11.90 0.13 12.47 0.15 13.03 0.06 11.92 0.14 12.48 0.14 13.05 0.06 11.93 0.15 12.50 0.13 13.07 0.06 11.95 0.17 12.52 0.12 13.08 0.06 11.97 0.20 12.53 0.11 13.10 0.06 11.98 0.24 12.55 0.11 13.12 0.06 12.00 0.29 12.57 0.10 13.13 0.06 12.02 0.34 12.58 0.09 13.15 0.06 12.03 0.40 12.60 0.09 13.17 0.06 12.05 0.45 12.62 0.09 13.18 0.05 12.07 0.48 12.63 0.08 13.20 0.05 12.08 0.49 << 12.65 0.08 13.22 0.05 12.10 0.49 12.67 0.08 13.23 0.05 12.12 0.46 12.68 0.08 13.25 0.05 12.13 0.43 12.70 0.08 13.27 0.05 12.15 0.39 12.72 0.08 13.28 0.05 12.17 0.35 12.73 0.08 13.30 0.05 12.18 0.32 12.75 0.08 13.32 0.05 12.20 0.30 12.77 0.08 13.33 0.05 12.22 0.28 12.78 0.07 13.35 0.05 12.23 0.27 12.80 0.07 13.37 0.05 12.25 0.26 12.82 0.07 13.38 0.05 12.27 0.25 12.83 0.07 13.40 0.05 12.28 0.25 12.85 0.07 13.42 0.05 Catch Basin Drainage Areas Dr well Analysis DRZ na 3 l ralv�mLm s �� � t�rtam — — iF317f.o0 aRPEil,a i - Mltiaaa N 1 amtisa r t N+elxli Nor 25M an r a- -- 1 y ---- ____ so•m __ - __ aaa//YE 1 nwoax _ !ice PAROEZ _ _________69,597 a�ram a"sw2 naN mm txv a ------- �. }® 'a m w.I mmsarn N/� e I]` •"��; �, imm N�lmm RALPH O MAR)' T. W. r HALL RONALD MART/N NIF I ROSE D. PENA177S ®"s \ a vsn 7R7ffi70 (•., - _ ,minm t art AtX° • \"► i I M aR■ I er Nlttilii r t a - /I 1 r.AX tzu N v.l.r ne, 1 t j t � Po,., a tNnEtL _ .4� �z� a���_ • pf, Mr -------- QavL— --- _ • W�I ure Y7 a SULL / VAN A VENUE A wa Ole .02 Y C. V), ' x �-'�' 4�•�,ESL' a C '�7v1M Hydrograph Summary Report Page Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft) 1 SCS Runoff 0.5 1 725 0.03 2 ---- ------ ------ Area 1 2 Reservoir 0.4 1 728 0.03 2 1 1.97 128 Area 1 3 SCS Runoff 0.4 1 725 0.03 2 ---- ----- ------ Area 2 4 Reservoir 0.3 1 729 0.03 2 3 1.76 115 Area 2 5 SCS Runoff 0.3 1 725 0.02 2 ---- ------ ------ Area 3 6 Reservoir 0.3 1 729 0.02 2 5 1.39 90 Area 3 7 SCS Runoff 0.2 1 725 0.02 2 ---- ------ ------ Area 4 8 Reservoir 0.2 1 730 0.02 2 7 0.84 55 Area 4 9 SCS Runoff 0.6 1 724 0.05 2 --- ----- ------ Area 5 10 Reservoir 0.5 1 728 0.05 2 9 2.55 165 Area 5 11 SCS Runoff 0.6 1 724 0.05 2 ---- ------ ------ Area 6 12 Reservoir 0.5 1 728 0.05 2 11 2.55 165 Area 6 Proj. file: 96925DRY.GPW OF file: SAMPLEADF Run date: 11-15-1996 Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft) 1 SCS Runoff 0.7 1 724 0.05 10 ---- ------ ------ Area 1 2 Reservoir 0.6 1 728 0.05 10 1 3.25 211 Area 1 3 SCS Runoff 0.8 1 725 0.05 10 ---- ------ ------ Area 2 4 Reservoir 0.6 1 728 0.05 10 3 3.30 214 Area 2 5 SCS Runoff 0.6 1 725 0.04 10 ---- ------ ------ Area 3 6 Reservoir 0.4 1 728 0.04 10 5 2.44 158 Area 3 7 SCS Runoff 0.5 1 725 0.03 10 ---- ------ ------ Area 4 8 Reservoir 0.4 1 729 0.03 10 7 2.04 133 Area 4 9 SCS Runoff 0.9 1 724 0.07 10 ---- ------ ------ Area 5 10 Reservoir 0.7 1 728 0.07 10 9 3.77 245 Area 5 11 SCS Runoff 0.9 1 724 0.07 10 ---- ------ ------ Area 6 12 Reservoir 0.7 1 728 0.07 10 11 3.77 245 Area 6 Proj. file: 96925DRY.GPW OF file: SAMPLEADF Run date: 11-15-1996 M.: Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cult) 1 SCS Runoff 0.9 1 724 0.07 25 ---- ------ ------ Area 1 2 Reservoir 0.7 1 728 0.07 25 1 3.93 255 Area 1 3 SCS Runoff 1.0 1 725 0.07 25 --- ------ ----- Area 2 4 Reservoir 0.7 1 728 0.07 25 3 4.16 270 Area 2 5 SCS Runoff 0.7 1 724 0.05 25 ---- ------ ------ Area 3 6 Reservoir 0.5 1 728 0.05 25 5 3.00 195 Area 3 7 SCS Runoff 0.6 1 725 0.05 25 ---- ------ ------ Area 4 8 Reservoir 0.5 1 729 0.05 25 7 2.76 179 Area 4 9 SCS Runoff 1.0 1 724 0.08 25 ---- ------ ------ Area 5 10 Reservoir 0.8 1 728 0.08 25 9 4.42 287 Area 5 11 SCS Runoff 1.0 1 724 0.08 25 ---- ------ ------ Area 6 12 Reservoir 0.8 1 728 0.08 25 11 4.42 287 Area 6 Proj. file: 96925DRY.GPW OF file: SAMPLE.IDF Run date: 11-15-1996 Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft) 1 SCS Runoff 1.0 1 724 0.08 50 ---- ------ ------ Area 1 2 Reservoir 0.8 1 728 0.08 50 1 4.52 294 Area 1 3 SCS Runoff 1.1 1 725 0.08 50 ---- ------ ------ Area 2 4 Reservoir 0.9 1 728 0.08 50 3 4.91 319 Area 2 5 SCS Runoff 0.8 1 724 0.06 50 ---- ------ ------ Area 3 6 Reservoir 0.6 1 728 0.06 50 5 3.50 228 Area 3 7 SCS Runoff 0.8 1 725 0.06 50 ---- ------ ------ Area 4 8 Reservoir 0.6 1 729 0.06 50 7 3.42 222 Area 4 9 SCS Runoff 1.1 1 724 0.09 50 ---- ------ ------ Area 5 10 Reservoir 0.9 1 728 0.09 50 9 4.98 324 Area 5 11 SCS Runoff 1.1 1 724 0.09 50 ---- ----- ------ Area 6 12 Reservoir 0.9 1 728 0.09 50 11 4.98 324 Area 6 Proj. file: 96925DRY.GPW OF file: SAMPLE.IDF Run date: 11-15-1996 Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft) 1 SCS Runoff 1.2 1 724 0.09 100 ---- ------ ------ Area 1 2 Reservoir 0.9 1 728 0.09 100 1 5.11 332 Area 1 3 SCS Runoff 1.3 1 724 0.09 100 ---- ------ ------ Area 2 4 Reservoir 1.0 1 728 0.09 100 3 5.67 369 Area 2 5 SCS Runoff 0.9 1 724 0.07 100 ---- ------ ------ Area 3 6 Reservoir 0.7 1 728 0.07 100 5 4.00 260 Area 3 7 SCS Runoff 0.9 1 725 0.07 100 ---- ------ ------ Area 4 8 Reservoir 0.7 1 729 0.07 100 7 4.09 266 Area 4 9 SCS Runoff 1.3 1 724 0.10 100 ---- ---- ------ Area 5 10 Reservoir 1.0 1 728 0.10 100 9 5.55 361 Area 5 11 SCS Runoff 1.3 1 724 0.10 100 ---- ------ ------ Area 6 12 Reservoir 1.0 1 728 0.10 100 11 5.55 361 Area 6 Proj. file: 96925DRY.GPW IDF file: SAMPLE.IDF Run date: 11-15-1996 Hydrograph Report Page 1 Hyd. No. 1 Area 1 Hydrograph type = SCS Runoff Peak discharge = 1.16 cfs Storm frequency = 100 yrs Time interval = 1 min Drainage area = .18 ac Curve number = 89 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of cone. (Tc) = 5 min Total precip. = 6.90 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=3,777 cuft,0.087 acft Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) 11.33 0.10 11.90 0.46 12.47 0.26 11.35 0.10 11.92 0.48 12.48 0.25 11.37 0.11 11.93 0.51 12.50 0.23 11.38 0.11 11.95 0.56 12.52 0.21 11.40 0.11 11.97 0.62 12.53 0.19 11.42 0.11 11.98 0.71 12.55 0.18 11.43 0.11 12.00 0.82 12.57 0.17 11.45 0.11 12.02 0.93 12.58 0.16 11,47 0.12 12.03 1.04 12.60 0.15 11.48 0.12 12.05 1.12 12.62 0.15 11.50 0.12 12.07 1.16 << 12.63 0.14 11.52 0.12 12.08 1.16 12.65 0.14 11.53 0.13 12.10 1.11 12.67 0.14 11.55 0.13 12.12 1.03 12.68 0.13 11.57 0.14 12.13 0.93 12.70 0.13 11.58 0.15 12.15 0.83 12.72 0.13 11.60 0.16 12.17 0.73 12.73 0.13 11.62 0.17 12.18 0.66 12.75 0.13 11.63 0.19 12.20 0.60 12.77 0.13 11.65 0.20 12.22 0.55 12.78 0.12 11.67 0.22 12.23 0.52 12.80 0.12 11.68 0.24 12.25 0.50 12.82 0.12 11.70 0.25 12.27 0.48 12.83 0.12 11.72 0.27 1,2.28 0.46 12.85 0.12 11.73 0.29 12.30 0.44 12.87 0.11 11.75 0.30 12.32 0.42 12.88 0.11 11.77 0.32 12.33 0.41 12.90 0.11 11.78 0.34 12.35 0.39 12.92 0.11 11.80 0.36 12.37 0.37 12.93 0.11 11.82 0.37 12.38 0.35 12.95 0.10 11.83 0.39 12.40 0.34 12.97 0.10 11.85 0.41 12.42 0.32 12.98 0.10 11.87 0.43 12.43 0.30 11.88 0.44 12.45 0.28 ...End f� Hydrograph Report Page 1 Hyd. No. 2 Area 1 Hydrograph type = Reservoir Peak discharge = 0.92 cfs Storm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. = 1 Reservoir name = 1 8ft Drywell Max. Elevation = 5.11 ft Max. Storage = 332 cuft Storage Indication method used. Total Volume=3,774 cult,0.087 acft Hydrograph Discharge Table Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 11.42 0.11 0.56 ----- ----- ----- ----- ----- ----- 0.10 11.43 0.11 0.57 ----- ----- ----- ----- ----- ----- 0.10 11.45 0.11 0.58 ----- ----- ----- ----- ----- ----- 0.10 11.47 0.12 0.59 ----- ----- ----- ----- ----- ----- 0.11 11.48 0.12 0.60 ----- ----- ----- ----- ----- ----- 0.11 11.50 0.12 0.61 ----- ----- ----- ----- ----- ----- 0.11 11.52 0.12 0.62 ----- ----- ----- ----- ----- ----- 0.11 11.53 0.13 0.63 ----- ----- ----- ----- ----- ----- 0.11 11.55 0.13 0.64 ----- ----- ----- ----- ----- ----- 0.12 11.57 0.14 0.66 ----- ----- ----- ----- ----- ----- 0.12 11.58 0.15 0.68 ----- ----- ----- ----- ----- ----- 0.12 11.60 0.16 0.70 ----- ----- ----- ----- ----- ----- 0.13 11.62 0.17 0.74 ----- ----- ----- ----- ----- ----- 0.13 11.63 0.19 0.77 ----- ----- ----- ----- ----- ----- 0.14 11.65 0.20 0.82 ----- ----- ----- ----- ----- ----- 0.15 11.67 0.22 0.87 ----- ----- ----- ----- ----- ----- 0.16 11.68 0.24 0.93 ----- ----- ----- ----- ----- ----- 0.17 11.70 0.25 1.00 ----- ----- ----- ----- ----- ----- 0.18 11.72 0.27 1.07 ----- ----- ----- ----- ----- ----- 0.19 11.73 0.29 1.14 ----- ----- ----- ----- ----- ----- 0.21 11.75 0.30 1.22 ----- ----- ----- ----- ----- ----- 0.22 11.77 0.32 1.29 ----- ----- ----- ----- ----- ----- 0.23 11.78 0.34 1.38 ----- ----- ----- ----- ----- ----- 0.25 11.80 0.36 1.46 ----- ----- ----- ----- ----- ----- 0.26 11.82 0.37 1.55 ----- ----- ----- ----- ----- ----- 0.28 11.83 0.39 1.63 ----- ----- ----- ----- ----- ----- 0.29 11.85 0.41 1.72 ----- ----- ----- ----- ----- ----- 0.31 11.87 0.43 1.82 ----- ----- ----- ----- ----- ----- 0.33 11.88 0.44 1.91 ----- ----- ----- ----- ----- ----- 0.34 11.90 0.46 2.00 ----- ----- ----- ----- ----- ----- 0.36 11.92 0.48 2.10 ----- ----- ----- ----- ----- ----- 0.38 11.93 0.51 2.20 ----- ----- ----- ----- ----- ----- 0.40 11.95 0.56 2.32 ----- ----- ----- ----- ----- ----- 0.42 11.97 0.62 2.47 ----- ----- ----- ----- ----- ----- 0.44 11.98 0.71 2.66 ----- ----- ----- ----- ----- ----- 0.48 12.00 0.82 2.90 ----- ----- ----- ----- ----- ----- 0.52 12.02 0.93 3.20 ----- ----- ----- ----- ----- ----- 0.58 12.03 1.04 3.55 ----- ----- ----- ----- ----- ----- 0.64 Continues on next page... Area 1 Page 2 Hydrog.raph Discharge Table Time Inflow Elevation Culy.A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 12.05 1.12 3.93 ----- ----- ----- ----- ----- ----- 0.71 12.07 1.16 << 4.30 ----- ----- ----- ----- ----- ----- 0.77 12.08 1.16 4.63 ----- ----- ----- ----- ----- ----- 0.83 12.10 1.11 4.89 ----- ----- ----- ----- ----- ----- 0.88 12.12 1.03 5.05 ----- ----- ----- ----- ----- ----- 0.91 12.13 0.93 5.11 << ----- ----- ----- ----- 0.92 << 12.15 0.83 5.08 ----- ----- ----- ----- ----- ----- 0.91 12.17 0.73 4.96 ----- ----- ----- ----- ----- ----- 0.89 12.18 0.66 4.79 ----- ----- ----- ----- ----- ----- 0.86 12.20 0.60 4.59 ----- ----- ----- ----- ----- ----- 0.83 12.22 0.55 4.38 ----- ----- ----- ----- ----- ----- 0.79 12.23 0.52 4.16 ----- ----- ----- ----- ----- ----- 0.75 12.25 0.50 3.96 ----- ----- ----- ----- ----- ----- 0.71 12.27 0.48 3.76 ----- ----- ----- ----- ----- ----- 0.68 12.28 0.46 3.59 ----- ----- ----- ----- ----- ----- 0.65 12.30 0.44 3.42 ----- ----- ----- ----- ----- ----- 0.62 12.32 0.42 3.26 ----- ----- ----- ----- ----- ----- 0.59 12.33 0.41 3.12 ----- ----- ----- ----- ----- -----. 0.56 12.35 0.39 2.98 ----- ----- ----- ----- ----- ----- 0.54 12.37 0.37 2.84 ----- ----- ----- ----- ----- ----- 0.51 12.38 0.35 2.72 ----- ----- ----- ----- ----- ----- 0.49 12.40 0.34 2.59 ----- ----- ----- ----- ----- ----- 0.47 12.42 0.32 2.47 ----- ----- ----- ----- ----- ----- 0.45 12.43 0.30 2.36 ----- ----- ----- ----- ----- ----- 0.42 12.45 0.28 2.24 ----- ----- ----- ----- ----- ----- 0.40 12.47 0.26 2.13 ----- ----- ----- ----- ----- ----- 0.38 12.48 0.25 2.02 ----- ----- ----- ----- ----- ----- 0.36 12.50 0.23 1.91 ----- ----- ----- ----- ----- ----- 0.34 12.52 0.21 1.81 ----- ----- ----- ----- ----- ----- 0.33 12.53 0.19 1.70 ----- ----- ----- ----- ----- ----- 0.31 12.55 0.18 1.60 ----- ----- ----- ----- ----- ----- 0.29 12.57 0.17 1.50 ----- ----- ----- ----- ----- ----- 0.27 12.58 0.16 1.41 ----- ----- ----- ----- ----- ----- 0.25 12.60 0.15 1.32 ----- ----- ----- ----- ----- ----- 0.24 12.62 0.15 1.25 ----- ----- ----- ----- ----- ----- 0.22 12.63 0.14 1.18 ----- ----- ----- ----- ----- ----- 0.21 12.65 0.14 1.12 ----- ----- ----- ----- ----- ----- 0.20 12.67 0.14 1.06 ----- ----- ----- ----- ----- ----- 0.19 12.68 0.13 1.01 ----- ----- ----- ----- ----- ----- 0.18 12.70 0.13 0.97 ----- ----- ----- ----- ----- ----- 0.18 12.72 0.13 0.94 ----- ----- ----- ----- ----- ----- 0.17 12.73 0.13 0.90 ----- ----- ----- ----- ----- ----- 0.16 12.75 0.13 0.87 ----- ----- ----- ----- ----- ----- 0.16 12.77 0.13 0.85 ----- ----- ----- ----- ----- ----- 0.15 12.78 0.12 0.82 ----- ----- ----- ----- ----- ----- 0.15 12.80 0.12 0.80 ----- ----- ----- ----- ----- ----- 0.14 12.82 0.12 0.78 ----- ----- ----- ----- ----- ----- 0.14 12.83 0.12 0.76 ----- ----- ----- ----- ----- ----- 0.14 12.85 0.12 0.75 ----- ----- ----- ----- ----- ----- 0.13 12.87 0.11 0.73 ----- ----- ----- ----- ----- ----- 0.13 Continues on next page... Area 1 Page 3 Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs (cfs) (cfs) (cfs) (cfs) (cfs) 12.88 0.11 0.71 ----- ----- ----- ----- ----- ----- 0.13 12.90 0.11 0.70 ----- ----- ----- ----- ----- ----- 0.13 12.92 0.11 0.68 ----- ----- ----- ----- ----- ----- 0.12 12.93 0.11 0.67 ----- ----- ----- ----- ----- ----- 0.12 12.95 0.10 0.66 ----- ----- ----- ----- ----- ----- 0.12 12.97 0.10 0.65 ----- ----- ----- ----- ----- 0.12 12.98 0.10 0.63 ----- ----- ----- ----- ----- ----- 0.11 13.00 0.10 0.62 ----- ----- ----- ----- ----- 0.11 13:02 0.10 0.61 ----- ----- ----- ----- ----- ----- 0.11 13.03 0.10 0.60 ----- ----- ----- ----- ----- ----- 0.11 13.05 0.09 0.59 ----- ----- ----- ----- ----- ----- 0.11 13.07 0.09 0.58 ----- ----- ----- ----- ----- ----- 0.10 13.08 0.09 0.57 ----- ----- ----- ----- ----- ----- 0.10 13.10 0.09 0.56 ----- ----- ----- ----- ----- 0.10 ...End Reservoir Report Page 1 Reservoir No. 3 1 8ft Drywell Culvert/ Orifice Structures Weir Structures [A] [B] [C] [A] [B] [C] Rise(in) = 0.0 0.0 0.0 Crest Len (ft) = 0.0 0.0 0.0 Span (in) = 0.0 0.0 0.0 Crest El. (ft) = 0.00 0.00 0.00 No. Barrels = 0 0 0 Weir Coeff. = 0.00 0.00 0.00 Invert El. (ft) = 0.00 0.00 0.00 Eqn. Exp. = 0.00 0.00 0.00 Length (ft) = 0.0 0.0 0.0 Multi-Stage = Slope(%) ' = 0.00 0.00 0.00 N-Value = .000 .000 .000 Orif. Coeff. = 0.00 0.00 0.00 Multi-Stage = ----- Tailwater Elevation = 0.00 ft Note:All outflows have been analyzed under inlet and outlet control. Stage / Storage / Discharge Table Stage Storage Elevation Culy.A Culy. B Culy. C Weir A Weir B Weir C Discharge (ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.0 00 0.00 --- --- --- --- --- --- 0.00 0.1 07 0.10 --- --- --- --- --- --- 0.02 0.2 13 0.20 --- --- --- --- --- --- 0.04 0.3 20 0.30 --- --- --- --- --- --- 0.05 0.4 26 0.40 --- --- --- --- --- --- 0.07 0.5 33 0.50 --- --- --- --- --- --- 0.09 0.6 39 0.60 --- --- --- --- --- 0.11 0.7 46 0.70 --- --- --- --- --- --- 0.13 0.8 52 0.80 --- --- --- --- --- --- 0.14 0.9 59 0.90 --- --- --- --- --- --- 0.16 1.0 65 1.00 --- --- --- --- --- --- 0.18 1.1 72 1.10 --- --- --- --- --- --- 0.20 1.2 78 1.20 --- --- --- --- --- --- 0.22 1.3 85 1.30 --- --- --- --- --- --- 0.23 1.4 91 1.40 --- --- --- --- --- --- 0.25 1.5 98 1.50 --- --- --- --- --- --- 0.27 1.6 104 1.60 --- --- --- --- --- --- 0.29 1.7 111 1.70 --- --- --- --- --- --- 0.31 1.8 117 1.80 --- --- --- --- --- --- 0.32 1.9 124 1.90 --- --- --- --- --- --- 0.34 2.0 130 2.00 --- --- --- --- --- --- 0.36 2.1 137 2.10 --- --- --- --- --- --- 0.38 2.2 143 2.20 --- --- --- --- --- --- 0.40 2.3 150 2.30 --- --- --- --- --- --- 0.41 2.4 156 2.40 --- --- --- --- --- --- 0.43 2.5 163 2.50 --- --- --- --- --- --- 0.45. Continues on next page... 1 8ft DWell Page 2 Stage / Storage / Discharge Table Stage Storage Elevation Culy.A Culy. B Culy. C Weir A Weir B Weir C Discharge (ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 2.6 169 2.60 --- --- --- --- --- --- 0.47 2.7 176 2.70 --- --- --- --- --- --- 0.49 2.8 182 2.80 --- --- --- --- --- --- 0.50 2.9 189 2.90 --- --- --- --- --- --- 0.52 3.0 195 3.00 --- --- --- --- --- --- 0.54 3.1 202 3.10 --- --- --- --- --- --- 0.56 3.2 208 3.20 --- --- --- --- --- --- 0.58 3..3 215 3.30 --- --- --- --- --- --- 0.59 3.4 221 3.40 --- --- --- --- --- --- 0.61 3.5 228 3.50 --- --- --- --- --- --- 0.63 3.6 234 3.60 --- --- --- --- --- --- 0.65 3.7 241 3.70 --- --- --- --- --- --- 0.67 3.8 247 3.80 --- --- --- --- --- --- 0.68 3.9 254 3.90 --- --- --- --- --- --- 0.70 4.0 260 4.00 --- --- --- --- --- --- 0.72 4.1 267 4.10 --- --- --- --- --- --- 0.74 4.2 273 4.20 --- --- --- --- --- --- 0.76 4.3 280 4.30 --- --- --- --- --- --- 0.77 4.4 286 4.40 --- --- --- --- --- --- 0.79 4.5 293 4.50 --- --- --- --- --- --- 0.81 4.6 299 4.60 --- --- --- --- --- --- 0.83 4.7 306 4.70 --- --- --- --- --- --- 0.85 4.8 312 4.80 --- --- --- --- --- --- 0.86 4.9 319 4.90 --- --- --- --- --- --- 0.88 5.0 325 5.00 --- --- --- --- --- --- 0.90 5.1 332 5.10 --- --- --- --- --- --- 0.92 5.2 338 5.20 --- --- --- --- --- --- 0.94 5.3 345 5.30 --- --- --- --- --- --- 0.95 5.4 351 5.40 --- --- --- --- --- --- 0.97 5.5 358 5.50 --- --- --- --- --- --- 0.99 5.6 364 5.60 --- --- --- --- --- --- 1.01 _ 5.7 371 5.70 --- --- --- --- --- --- 1.03 5.8 377 5.80 --- --- --- --- --- --- 1.04 5.9 384 5.90 --- --- --- --- --- --- 1.06 6.0 390 6.00 --- --- --- --- --- --- 1.08 6.1 397 6.10 --- --- --- --- --- --- 1.10 6.2 403 6.20 --- --- --- --- --- --- 1.12 6.3 410 6.30 --- --- --- --- --- --- 1.13 6.4 416 6.40 --- --- --- --- --- --- 1.15 6.5 423 6.50 --- --- --- --- --- --- 1.17 6.6 429 6.60 --- --- --- --- --- --- 1.19 6.7 436 6.70 --- --- --- --- --- --- 1.21 6.8 442 6.80 --- --- --- -=- --- --- 1.22 6.9 449 6.90 --- --- --- --- --- --- 1.24 7.0 455 7.00 --- --- --- --- --- --- 1.26 Hydrograph Report Page 1 Hyd. No. 3 Area 2 Hydrograph type = SCS Runoff Peak discharge = 1.30 cfs Storm frequency = 100 yrs Time interval = 1 min Drainage area = .23 ac Curve number = 81 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 6.90 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=4,053 cuft,0.093 acft Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 11.37 0.10 11.93 0.55 12.50 0.27 13.07 0.11 11,38 0.10 11.95 0.60 12.52 0.25 13.08 0.11 11.40 0.11 11.97 0.67 12.53 0.23 13.10 0.11 11.42 0.11 11.98 0.77 12.55 0.21 13.12 0.11 11.43 0.11 12.00 0.89 12.57 0.20 13.13 0.11 11.45 0.11 12.02 1.02 12.58 0.18 13.15 0.10 11.47 0.11 12.03 1.15 12.60 0.18 13.17 0.10 11.48 0.12 12.05 1.24 12.62 0.17 13.18 0.10 11.50 0.12 12.07 1.30 << 12.63 0.17 13.20 0.10 11.52 0.12 12.08 1.30 12.65 0.16 13.22 0.10 11.53 0.12 12.10 1.25 12.67 0.16 13.23 0.10 11.55 0.13 12.12 1.16 12.68 0.16 13.25 0.10 11.57 0.14 12.13 1.06 12.70 0.16 13.27 0.10 11.58 0.14 12.15 0.94 12.72 0.15 13.28 0.10 11.60 0.16 12.17 0.84 12.73 0.15 11.62 0.17 12.18 0.75 12.75 0.15 11.63 0.19 12.20 0.68 12.77 0.15 ...End 11.65 0.20 12.22 0.64 12.78 0.15 11.67 0.22 12.23 0.60 12.80 0.14 11.68 0.24 12.25 0.57 12.82 0.14 11.70 0.25 12.27 0.55 12.83 0.14 11.72 0.27 12.28 0.53 12.85 0.14 11.73 0.29 12.30 0.51 12.87 0.13 11.75 0.31 12.32 0.49 12.88 0.13 11.77 0.33 12.33 0.47 12.90 0.13 11.78 0.35 12.35 0.45 12.92 0.13 11.80 0.37 12.37 0.43 12.93 0.13 11.82 0.39 12.38 0.41 12.95 0.12 11.83 0.41 12.40 0.39 12.97 0.12 11.85 0.43 12.42 0.37 12.98 0.12 11.87 0.45 12.43 0.35 13.00 0.12 11.88 0.47 12.45 0.33 13.02 0.11 11.90 0.49 12.47 0.31 13.03 0.11 11.92 0.51 12.48 0.29 13.05 0.11 Hydrograph Report Page 1 Hyd. No. 4 Area 2 Hydrograph type = Reservoir Peak discharge = 1.02 cfs Storm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. = 3 Reservoir name = 1 8ft Drywell Max. Elevation = 5.67 ft Max. Storage = 369 cuft Storage Indication method used. Total Volume=4,049 cuft,0.093 adt Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 11.47 0.11 0.56 ----- ----- ----- ----- ----- ----- 0.10 11.48 0.12 0.57 ----- ----- ----- ----- ----- ----- 0.10 11.50 0.12 0.59 ----- ----- ----- ----- ----- ----- 0.11 11.52 0.12 0.60 ----- ----- ----- ----- ----- ----- 0.11 11.53 0.12 0.61 ----- ----- ----- ----- ----- ----- 0.11 11.55 0.13 0.62 ----- ----- ----- ----- ----- ----- 0.11 11.57 0.14 0.64 ----- ----- ----- ----- ----- ----- 0.11 11.58 0.14 0.66 ----- ----- ----- ----- ----- ----- 0.12 11.60 0.16 0.69 ----- ----- ----- ----- ----- ----- 0.12 11.62 0.17 0.72 ----- ----- ----- ----- ----- ----- 0.13 11.63 0.19 0.76 ----- ----- ----- ----- ----- ----- 0.14 11.65 0.20 0.81 ----- ----- ----- ----- ----- ----- 0.15 11.67 0.22 0.87 ----- ----- ----- ----- ----- ----- 0.16 11.68 0.24 0.93 ----- ----- ----- ----- ----- ----- 0.17 11.70 0.25 0.99 ----- ----- ----- ----- ----- ----- 0.18 11.72 0.27 1.06 ----- ----- ----- ----- ----- ----- 0.19 11.73 0.29 1.14 ----- ----- ----- ----- ----- ----- 0.21 11.75 0.31 1.22 ----- ----- ----- ----- ----- ----- 0.22 11.77 0.33 1.30 ----- ----- ----- ----- ----- ----- 0.23 11.78 0.35 1.39 ----- ----- ----- ----- ----- ----- 0.25 11.80 0.37 1.48 ----- ----- ----- ----- ----- ----- 0.27 11.82 0.39 1.58 ----- ----- ----- ----- ----- ----- 0.28 11.83 0.41 1.67 ----- ----- ----- ----- ----- ----- 0.30 11.85 0.43 1.77 ----- ----- ----- ----- ----- ----- 0.32 11.87 0.45 1.87 ----- ----- ----- ----- ----- ----- 0.34 11.88 0.47 1.97 ----- ----- ----- ----- ----- ----- 0.36 11.90 0.49 2.08 ----- ----- ----- ----- ----- ----- 0.37 11.92 0.51 2.19 ----- ----- ----- ----- ----- ----- 0.39 11.93 0.55 2.30 ----- ----- ----- ----- ----- ----- 0.41 11.95 0.60 2.44 ----- ----- ----- ----- ----- ----- 0.44 11.97 0.67 2.61 ----- ----- ----- ----- ----- ----- 0.47 11.98 0.77 2.82 ----- ----- ----- ----- ----- ----- 0.51 12.00 0.89 3.09 ----- ----- ----- ----- ----- ----- 0.56 12.02 1.02 3.43 ----- ----- ----- ----- ----- ----- 0.62 12.03 1.15 3.83 ----= ----- ----- ----- ----- ----- 0.69 12.05 1.24 4.26 ----- ----- ----- ----- ----- ----- 0.77 12.07 1.30 << 4.69 ----- ----- ----- ----- ----- ----- 0.84 12.08 1.30 5.08 ----- ----- ----- ----- ----- ----- 0.91 Continues on next page... Area 2 Page 2 Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs (cfs) (cfs) (cfs) (cfs) (cfs) 12.10 1.25 5.38 ----- ----- ----- ----- ----- ----- 0.97 12.12 1.16 5.58 ----- ----- ----- ----- ----- ----- 1.01 12.13 1.06 5.67 << ----- ----- ----- ----- ----- ----- 1.02 << 12.15 0.94 5.65 ----- ----- ----- ----- ----- ----- 1.02 12.17 0.84 5.54 ----- ----- ----- ----- ----- ----- 1.00 12.18 0.75 5.37 ----- ----- ----- ----- ----- ----- 0.97 12.20 0.68 5.16 ----- ----- ----- ----- ----- ----- 0.93 12.22 0.64 4.93 ----- ----- ----- ----- ----- ----- 0.89 12.23 0.60 4.70 ----- ----- ----- ----- ----- ----- 0.85 12.25 0.57 4.48 ----- ----- ----- ----- ----- ----- 0.81 12.27 0.55 4.27 ----- ----- ----- ----- ----- ----- 0.77 12.28 0.53 4.07 ----- ----- ----- ----- ----- ----- 0.73 12.30 0.51 3.89 ----- ----- ----- ----- ----- ----- 0.70 12.32 0.49 3.72 ----- ----- ----- ----- ----- ----- 0.67 12.33 0.47 3.56 ----- ----- ----- ----- ----- ----- 0.64 12.35 0.45 3.41 ----- ----- ----- ----- ----- ----- 0.61 12.37 0.43 3.26 ----- ----- ----- ----- ----- ----- 0.59 12.38 0.41 3.12 ----- ----- ----- ----- ----- ----- 0.56 12.40 0.39 2.99 ----- ----- ----- ----- ----- ----- 0.54 12.42 0.37 2.85 ----- ----- ----- ----- ----- ----- 0.51 12.43 0.35 2.72 ----- ----- ----- ----- ----- ----- 0.49 12.45 0.33 2.59 ----- ----- ----- ----- ----- ----- 0.47 12.47 0.31 2.47 ----- ----- ----- ----- ----- ----- 0.44 12.48 0.29 2.34 ----- ----- ----- ----- ----- ----- 0.42 12.50 0.27 2.22 ----- ----- ----- ----- ----- ----- 0.40 12.52 0.25 2.10 ----- ----- ----- ----- ----- ----- 0.38 12.53 0.23 1.98 ----- ----- ----- ----- ----- ----- 0.36 12.55 0.21 1.86 ----- ----- ----- ----- ----- ----- 0.34 12.57 0.20 1.75 ----- ----- ----- ----- ----- ----- 0.31 12.58 0.18 1.64 ----- ----- ----- ----- ----- ----- 0.30 12.60 0.18 1.55 ----- ----- ----- ----- ----- ----- 0.28 12.62 0.17 1.46 ----- ----- ----- ----- ----- ----- 0.26 12.63 0.17 1.38 12.65 0.16 1.31 12.67 0.16 1.24 ----- ----- ----- ----- ----- ----- 0.22 12.68 0.16 1.19 ----- ----- ----- ----- ----- ----- 0.21 12.70 0.16 1.14 ----- ----- ----- ----- ----- ----- 0.21 12.72 0.15 1.10 ----- ----- ----- ----- ----- ----- 0.20 12.73 0.15 1.06 ----- ----- ----- ----- ----- ----- 0.19 12.75 0.15 1.03 ----- ----- ----- ----- ----- ----- 0.18 12.77 0.15 1.00 ----- ----- ----- ----- ----- ----- 0.18 12.78 0.15 0.97 ----- ----- ----- ----- ----- ----- 0.17 12.80 0.14 0.94 ----- ----- ----- ----- ----- ----- 0.17 12.82 0.14 0.92 ----- ----- ----- ----- ----- ----- 0.17 12.83 0.14 0.90 ----- ----- ----- ----- ----- ----- 0.16 12.85 0.14 0.88 ----- ----- ----- ----- ----- ----- 0.16 12.87 0.13 0.86 ----- ----- ----- ----- ----- ----- 0.15 12.88 0.13 0.84 ----- ----- ----- ----- ----- ----- 0.15 12.90 0.13 0.82 ----- ----- ----- ----- ----- ----- 0.15 12.92 0.13 0.81 ----- ----- ----- ----- ----- ----- 0.15 Continues on next page... �f Area 2 Page 3 Hydrograph Discharge Table Time Inflow Elevation CUIv.A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 12.93 0.13 0.79 ----- ----- ----- ----- ----- ----- 0.14 12.95 0.12 0.78 ----- ----- ----- ----- ----- ----- 0.14 12.97 0.12 0.76 ----- ----- ----- ----- ----- ----- 0.14 12.98 0.12 0.75 ----- ----- ----- ----- ----- ----- 0.13 13.00 0.12 0.73 ----- ----- ----- ----- ----- ----- 0.13 13.02 0.11 0.72 ----- ----- ----- ----- ----- ----- 0.13 13.03 0.11 0.71 ----- ----- ----- ----- ----- ----- 0.13 13.05 0.11 0.69 ----- ----- ----- ----- ----- ----- 0.12 13.07 0.11 0.68 ----- ----- ----- ----- ----- ----- 0.12 13.08 0.11 0.67 ----- ----- ----- ----- ----- ----- 0.12 13.10 0.11 0.66 ----- ----- ----- ----- ----- ----- 0.12 13.12 0.11 0.65 ----- ----- ----- ----- ----- ----- 0.12 13.13 0.11 0.64 ----- ----- ----- ----- ----- ----- 0.11 13.15 0.10 0.63 ----- ----- ----- ----- ----- ----- 0.11 13.17 0.10 0.62 ----- ----- ----- ----- ----- ----- 0.11 13.18 0.10 0.62 ----- ----- ----- ----- ----- ----- 0.11 13.20 0.10 0.61 ----- ----- ----- ----- ----- ----- 0.11 13.22 0.10 0.60 ----- ----- ----- ----- ----- ----- 0.11 13.23 0.10 0.60 ----- ----- ----- ----- ----- ----- 0.11 13.25 0.10 . 0.59 ----- ----- ----- ----- ----- ----- 0.11 13.27 0.10 0.59 ----- ----- ----- ----- ----- ----- 0.11 13.28 0.10 0.58 ----- ----- ----- ----- ----- ----- 0.10 13.30 0.10 0.58 ----- ----- ----- ----- ----- ----- 0.10 13.32 0.10 0.57 ----- ----- ----- ----- ----- ----- 0.10 13.33 0.10 0.57 ----- ----- ----- ----- ----- ----- 0.10 13.35 0.10 0.57 ----- ----- ----- ----- ----- ----- 0.10 13.37 0.10 0.56 ----- ----- ----- ----- ----- ----- 0.10 13.38 0.10 0.56 ----- ----- ----- ----- ----- ----- 0.10 13.40 0.10 0.56 ----- ----- ----- ----- ----- ----- 0.10 ...End Reservoir Report Page 1 Reservoir No. 3 1 8ft Drywell Culvert/ Orifice Structures Weir Structures [A] [B] [C] [A] [B] [C] Rise(in) = 0.0 0.0 0.0 Crest Len (ft) = 0.0 0.0 0.0 Span (in) = 0.0 0.0 0.0 Crest El. (ft) = 0.00 0.00 0.00 No. Barrels = 0 0 0 Weir Coeff. = 0.00 0.00 0.00 Invert El. (ft) = 0.00 0.00 0.00 Eqn. Exp. = 0.00 0.00 0.00 Length (ft) = 0.0 0.0 0.0 Multi-Stage = Slope (%) = 0.00 0.00 0.00 N-Value = .000 .000 .000 Orif. Coeff. = 0.00 0.00 0.00 Multi-Stage = ----- Tailwater Elevation = 0.00 ft Note:All outflows have been analyzed under inlet and outlet control. Stage / Storage / Discharge Table Stage Storage Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Discharge (ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.0 00 0.00 --- --- --- --- --- --- 0.00 0.1 07 0.10 --- --- --- --- --- --- 0.02 0.2 13 0.20 --- --- --- --- --- --- 0.04 0.3 20 0.30 --- --- --- --- --- --- 0.05 0.4 26 0.40 --- --- --- --- --- --- 0.07 0.5 33 0.50 --- --- --- --- --- --- 0.09 0.6 39 0.60 --- --- --- --- --- --- 0.11 0.7 46 0.70 --- --- --- --- --- --- 0.13 0.8 52 0.80 --- --- --- --- --- --- 0.14 0.9 59 0.90 --- --- --- --- --- --- 0.16 1.0 65 1.00 --- --- --- --- --- --- 0.18 1.1 72 1.10 --- --- --- --- --- --- 0.20 1.2 78 1.20 --- --- --- --- --- --- 0.22 1.3 85 1.30 --- --- --- --- --- --- 0.23 1.4 91 1.40 --- --- --- --- --- --- 0.25 1.5 98 1.50 --- --- --- --- --- --- 0.27 1.6 104 1.60 --- --- --- --- --- --- 0.29 1.7 111 1.70 --- --- --- --- --- --- 0.31 1.8 117 1.80 --- --- --- --- --- --- 0.32 1.9 124 1.90 --- --- --- --- --- --- 0.34 2.0 130 2.00 --- --- --- --- --- --- 0.36 2.1 137 2.10 --- --- --- --- --- --- 0.38 2.2 143 2.20 --- --- --- --- --- --- 0.40 2.3 150 2.30 --- --- --- --- --- --- 0.41 2.4 156 2.40 --- --- --- --- --- --- 0.43 2.5 163 2.50 --- --- --- --- --- --- 0.45 Continues on next page... 1 8ft Dwell Page 2 Stage / Storage / Discharge Table Stage Storage Elevation Culy.A Culy. B Culy. C Weir.A Weir B Weir C Discharge (ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 2.6 169 2.60 --- --- --- --- --- --- 0.47 2.7 176 2.70 --- --- --- --- --- --- 0.49 2.8 182 2.80 --- --- --- --- --- --- 0.50 2.9 189 2.90 --- --- --- --- --- --- 0.52 3.0 195 3.00 --- --- --- --- --- --- 0.54 3.1 202 3.10 --- --- --- --- --- --- 0.56 3.2 208 3.20 --- --- --- --- --- --- 0.58 3.3 215 3.30 --- --- --- --- --- --- 0.59 3.4 221 3.40 --- --- --- --- --- --- 0.61 3.5 228 3.50 --- --- --- --- --- --- 0.63 3.6 234 3.60 --- --- --- --- --- --- 0.65 3.7 241 3.70 --- --- --- --- --- --- 0,67 3.8 247 3.80 --- --- --- --- --- --- 0.68 3.9 254 3.90 --- --- --- --- --- --- 0.70 4.0 260 4.00 --- --- --- --- --- --- 0.72 4.1 267 4.10 --- --- --- --- --- --- 0.74 4.2 273 4.20 --- --- --- --- --- --- 0.76 4.3 280 4.30 --- --- --- --- --- --- 0.77 4.4 286 4.40 --- --- --- --- --- --- 0.79 4.5 293 4.50 --- --- --- --- --- --- 0.81 4.6 299 4.60 --- --- --- --- --- --- 0.83 4.7 306 4.70 --- --- --- --- --- --- 0.85 4.8 312 4:80 --- --- --- --- --- --- 0.86 4.9 319 4.90 --- --- --- --- --- --- 0.88 5.0 325 5.00 --- --- --- --- --- --- 0.90 5.1 332 5.10 --- --- --- --- --- --- 0.92 5.2 338 5.20 --- --- --- --- --- --- 0.94 5.3 345 5.30 --- --- --- --- --- --- 0.95 5.4 351 5.40 --- --- --- --- --- --- 0.97 5.5 358 5.50 --- --- --- --- --- --- 0.99 5.6 364 5.60 --- --- --- --- --- --- 1.01 5.7 371 5.70 --- --- --- --- --- --- 1.03 5.8 377 5.80 --- --- --- --- --- --- 1.04 5.9 384 5.90 --- --- --- --- --- --- 1.06 6.0 390 6.00 --- --- --- --- --- --- 1.08 6.1 397 6.10 --- --- --- --- --- --- 1.10 6.2 403 6.20 --- --- --- --- --- --- 1.12 6.3 410 6.30 --- --- --- --- --- --- 1.13 6.4 416 6.40 --- --- --- --- --- --- 1.15 6.5 423 6.50 --- --- --- --- --- --- 1.17 6.6 429 6.60 --- --- --- --- --- --- 1.19 6.7 436 6.70 --- --- --- --- --- --- 1.21 6.8 442 6.80 --- --- --- --- --- --- 1.22 6.9 449 6.90 --- --- --- --- --- --- 1.24 7.0 455 7.00 --- --- --- --- --- --- 1.26 Hydrograph Report Page 1 Hyd. No. 5 Area 3 Hydrograph type = SCS Runoff Peak discharge = 0.91 cfs Storm frequency = 100 yrs Time interval = 1 min Drainage area = .15 ac Curve number = 85 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 6.90 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=2,893 cuft,0.066 acft Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) 11.57 0.10 12.13 0.74 12.70 0.11 11.58 0.11 12.15 0.66 12.72 0.11 11.60 0.12 12.17 0.58 12.73 0.10 11.62 0.13 12.18 0.52 12.75 0.10 11.63 0.14 12.20 0.47 12.77 0.10 11.65 0.15 12.22 0.44 11.67 0.16 12.23 0.41 11.68 0.18 12.25 0.39 ...End 11.70 0.19 12.27 0.38 11.72 0.20 12.28 0.37 11.73 0.21 12.30 0.35 11.75 0.23 12.32 0.34 11.77 0.24 12.33 0.32 11.78 0.25 12.35 0.31 11.80 0.27 12.37 0.30 11.82 0.28 12.38 0.28 11.83 0.30 12.40 0.27 11.85 0.31 12.42 0.25 11.87 0.32 12.43 0.24 11.88 0.34 12.45 0.23 11.90 0.35 12.47 0.21 11.92 0.37 12.48 0.20 11.93 0.39 12.50 0.18 11.95 0.43 12.52 0.17 11.97 0.48 12.53 0.16 11.98 0.55 12.55 0.14 12.00 0.63 12.57 0.13 12.02 0.72 12.58 0.13 12.03 0.81 12.60 0.12 12.05 0.88 12.62 0.12 12.07 0.91 << 12.63 0.11 12.08 0.91 12.65 0.11 12.10 0.87 12.67 0.11 12.12 0.81 12.68 0.11 Hydrograph Report Page 1 Hyd. No. 6 Area 3 Hydrograph type = Reservoir Peak discharge = 0.72 cfs Storm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. = 5 Reservoir name = 1 8ft Drywell Max. Elevation = 4.00 ft Max. Storage = 260 cuft Storage Indication method used. Total Volume=2,890 cuft,0.066 acft Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 11.63 0.14 0.57 ----- ----- ----- ----- ----- ----- 0.10 11.65 0.15 0.61 ----- ----- ----- ----- ----- ----- 0.11 11.67 0.16 0.65 ----- ----- ----- ----- ----- ----- 0.12 11.68 0.18 0.69 ----- ----- ----- ----- ----- ----- 0.12 11.70 0.19 0.74 ----- ----- ----- ----- ----- ----- 0.13 11.72 0.20 0.79 ----- ----- ----- ----- ----- ----- 0.14 11.73 0.21 0.85 ----- ----- ----- ----- ----- ----- 0.15 11.75 0,23 0.91 ----- ----- ----- ----- ----- ----- 0.16 11.77 0.24 0.97 ----- ----- ----- ----- ----- ----- 0.17 11.78 0.25 1.03 ----- ----- ----- ----- ----- ----- 0.19 11.80 0.27 1.09 ----- ----- ----- ----- ----- ----- 0.20 11.82 0.28 1.16 ----- ----- ----- ----- ----- ----- 0.21 11.83 0.30 1.23 ----- ----- ----- ----- ----- ----- 0.22 11.85 0.31 1.30 ----- ---- ----- ----- ----- ----- 0.23 11.87 0.32 1.37 ----- ----- ----- ----- ----- ----- 0.25 11.88 0.34 1.44 ----- ----- ----- ----- ----- ----- 0.26 11.90 0.35 1.52 ----- ----- ----- ----- ----- ----- 0.27 11.92 0.37 1.59 ----- ----- ----- ----- ----- ----- 0.29 11.93 0.39 1.67 ----- ----- ----- ----- ----- ----- 0.30 11.95 0.43 1.77 ----- ----- ----- ----- ----- ----- 0.32 11.97 0.48 1.89 ----- ----- ----- ----- ----- ----- 0.34 11.98 0.55 2.04 ----- ----- ----- ----- ----- ----- 0.37 12.00 0.63 2.23 ----- ----- ----- ----- ----- ----- 0.40 12.02 0.72 2.46 ----- ----- ----- ----- ----- ----- 0.44 12.03 0.81 2.74 ----- ----- ----- ----- ----- ----- 0.49 12.05 0.88 3.04 ----- ----- ----- ----- ----- ----- 0.55 12.07 0.91 << 3.33 ----- ----- ----- ----- ----- ----- 0.60 12.08 0.91 3.60 ----- ----- ----- ----- ----- ----- 0.65 12.10 0.87 3.81 ----- ----- ----- ----- ----- ----- 0.69 12.12 0.81 3.94 ----- ----- ----- ----- ----- ----- 0.71 12.13 0.74 4.00 << ----- ----- ----- ----- ----- 0.72 << 12.15 0.66 3.98 ----- ----- ----- ----- ----- ----- 0.72 12.17 0.58 3.89 ----- ----- ----- ----- ----- ----- 0.70 12.18 0.52 3.77 ----- ----- ----- ----- ----- ----- 0.68 12.20 0.47 3.61 ----- ----- ----- ----- ----- ----- 0.65 12.22 0.44 3.45 ----- ----- ----- ----- ----- ----- 0.62 12.23 0.41 3.28 ----- ----- ----- ----- ----- ----- 0.59 12.25 0.39 3.12 ----- ----- ----- ----- ----- ----- 0.56 Continues on next page... t Area 3 Page 2 Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 12.27 0.38 2.97 ----- ----- ----- ----- ----- ----- 0.54 12.28 0.37 2.84 ----- ----- ----- ----- ----- ----- 0.51 . 12.30 0.35 2.71 ----- ----- ----- ----- ----- ----- 0.49 12.32 0.34 2.59 ----- ----- ----- ----- ----- ----- 0.47 12.33 0.32 2.47 ----- ----- ----- ----- ----- ----- 0.44 12.35 0.31 2.36 ----- ----- ----- ----- ----- ----- 0.43 12.37 0.30 2.26 ----- ----- ----- ----- ----- ----- 0.41 12.38 0.28 2.16 ----- ----- ----- ----- ----- ----- 0.39 12.40 0.27 2.06 ----- ----- ----- ----- ----- ----- 0.37 12.42 0.25 1.97 ----- ----- ----- ----- ----- ----- 0.35 12.43 0.24 1.88 ----- ----- ----- ----- ----- ----- 0.34 12.45 0.23 1.79 ----- ----- ----- ----- ----- ----- 0.32 12.47 0.21 1.70 ----- ----- ----- ----- ----- ----- 0.31 12.48 0.20 1.61 ----- ----- ----- ----- ----- ----- 0.29 12.50 0.18 1.53 ----- ----- ----- ----- ----- ----- 0.28 12.52 0.17 1.44 ----- ----- ----- ----- ----- ----- 0.26 12.53 0.16 1.36 ----- ----- ----- ----- ----- ----- 0.24 12.55 0.14 1.28 ----- ----- ----- ----- ----- ----- 0.23 12.57 0.13 1.20 ----- ----- ----- ----- ----- ----- 0.22 12.58 0.13 1.13 ----- ----- ----- ----- ----- ----- 0.20 12.60 0.12 1.06 ----- ----- ----- ----- ----- ----- 0.19 12.62 0.12 1.00 ----- ----- ----- ----- ----- ----- 0.18 12.63 0.11 0.94 ----- ----- ----- ----- ----- ----- 0.17 12.65 0.11 0.89 ----- ----- ----- ----- ----- ----- 0.16 12.67 0.11 0.85 ----- ----- ----- ----- ----- ----- 0.15 12.68 0.11 0.81 ----- ----- ----- ----- ----- ----- 0.15 12.70 0.11 0.78 ----- ----- ----- ----- ----- ----- 0.14 12.72 0.11 0.75 ----- ----- ----- ----- ----- ----- 0.14 12.73 0.10 0.73 ----- ----- ----- ----- ----- ----- 0.13 12.75 0.10 0.70 ----- ----- ----- ----- ----- ----- 0.13 12.77 0.10 0.68 ----- ----- ----- ----- ----- ----- 0.12 12.78 0.10 0.66 ----- ----- ----- ----- ----- ----- 0.12 12.80 0.10 0.64 12.82 0.10 0.63 ----- ----- ----- ----- ----- ----- 0.11 12.83 0.09 0.61 ----- ----- ----- ----- ----- ----- 0.11 12.85 0.09 0.60 ----- ----- ----- ----- ----- ----- 0.11 12.87 0.09 0.59 ---- ----- ----- ----- ----- ----- 0.11 12.88 0.09 0.57 ----- ----- ----- ----- ----- ----- 0.10 12.90 0.09 0.56 ----- ----- ----- ----- ----- ----- 0.10 ...End Reservoir Report Page 1 Reservoir No. 3 1 8ft Drywell Culvert/ Orifice Structures Weir Structures [A] [B] [C] [A] [B] [C] Rise (in) = 0.0 0.0 0.0 Crest Len (ft) = 0.0 0.0 0.0 Span (in) = 0.0 0.0 0.0 Crest El. (ft) = 0.00 0.00 0.00 No. Barrels = 0 0 0 Weir Coeff. = 0.00 0.00 0.00 Invert El. (ft) = 0.00 0.00 0.00 Eqn. Exp. = 0.00 0.00 0.00 Length (ft) = 0.0 0.0 0.0 Multi-Stage = Slope(%) = 0.00 0.00 0.00 N-Value = .000 .000 .000 Orif. Coeff. = 0.00 0.00 0.00 Multi-Stage = ----- Tailwater Elevation = 0.00 ft Note:All outflows have been analyzed under inlet and outlet control. Stage / Storage / Discharge Table Stage Storage Elevation Culy.A Culy. B Culy. C Weir A Weir B Weir C Discharge (ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.0 00 0.00 --- --- --- --- --- --- 0.00 0.1 07 0.10 --- --- --- --- --- --- 0.02 0.2 13 0.20 --- --- --- --- --- --- 0.04 0.3 20 0.30 --- --- --- --- --- --- 0.05 0.4 26 0.40 --- --- --- --- --- --- 0.07 0.5 33 0.50 --- --- --- --- --- --- 0.09 0.6 39 0.60 --- --- --- --- --- --- 0.11 0.7 46 0.70 --- --- --- --- --- --- 0.13 0.8 52 0.80 --- --- --- --- --- --- 0.14 0.9 59 0.90 --- --- --- --- --- --- 0.16 1.0 65 1.00 --- --- --- --- --- --- 0.18 1.1 72 1.10 --- --- --- --- --- --- 0.20 1.2 78 1.20 --- --- --- --- --- --- 0.22 1.3 85 1.30 --- --- --- --- --- --- 0.23 1.4 91 1.40 --- --- --- --- --- --- 0.25 1.5 98 1.50 --- --- --- --- --- --- 0.27 1.6 104 1.60 --- --- --- --- --- --- 0.29 1.7 111 1.70 --- --- --- --- --- --- 0.31 1.8 117 1.80 --- --- --- --- --- --- 0.32 1.9 124 1.90 --- --- --- --- --- --- 0.34 2.0 130 2.00 --- --- --- --- --- --- 0.36 2.1 137 2.10 --- --- --- --- --- --- 0.38 2.2 143 2.20 --- --- --- --- --- --- 0.40 2.3 150 2.30 --- --- --- --- --- --- 0.41 2.4 156 2.40 --- --- --- --- --- --- 0.43 2.5 163 2.50 --- --- --- --- --- --- 0.45 Continues on next page... 1 8ft Drywell Page 2 Stage / Storage / Discharge Table Stage Storage Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Discharge (ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 2.6 169 2.60 --- --- --- --- --- --- 0.47 2.7 176 2.70 --- --- --- --- --- --- 0.49 2.8 182 2.80 --- --- --- --- --- --- 0.50 2.9 189 2.90 --- --- --- --- --- --- 0.52 3.0 195 3.00 --- --- --- --- --- --- 0.54 3.1 202 3.10 --- --- --- --- --- --- 0.56 3.2 208 3.20 --- --- --- --- --- --- 0.58 3.3 215 3.30 --- --- --- --- --- --- 0.59 3.4 221 3.40 --- --- --- --- --- --- 0.61 3.5 228 3.50 --- --- --- --- --- --- 0.63 3.6 234 3.60 --- --- --- --- --- --- 0.65 3.7 241 3.70 --- --- --- --- --- --- 0.67 3.8 247 3.80 --- --- --- --- --- --- 0.68 3.9 254 3.90 --- --- --- --- --- --- 0.70 4.0 260 4.00 --- --- --- --- --- --- 0.72 . 4.1 267 4.10 --- --- --- --- --- --- 0.74 4.2 273 4.20 --- --- --- --- --- --- 0.76 4.3 280 4.30 --- --- --- --- --- --- 0.77 4.4 286 4.40 --- --- --- --- --- --- 0.79 4.5 293 4.50 --- --- --- --- --- --- 0.81 4.6 299 4.60 --- --- --- --- --- --- 0.83 4.7 306 4.70 --- --- --- --- --- --- 0.85 4.8 312 4.80 --- --- --- --- --- --- 0.86 4.9 319 4.90 --- --- --- --- --- --- 0.88 5.0 325 5.00 --- --- --- --- --- --- 0.90 5.1 332 5.10 --- --- --- --- --- --- 0.92 5.2 338 5.20 --- --- --- --- --- --- 0.94 5.3 345 5.30 --- --- --- --- --- --- 0.95 5.4 351 5.40 --- --- --- --- --- --- 0.97 5.5 358 5.50 --- --- --- --- --- --- 0.99 5.6 364 5.60 --- --- --- --- --- --- 1.01 5.7 371 5.70 --- --- --- --- --- --- 1.03 5.8 377 5.80 --- --- --- --- --- --- 1.04 5.9 384 5.90 --- --- --- --- --- --- 1.06 6.0 390 6.00 --- --- --- --- --- --- 1.08 6.1 397 6.10 --- --- --- --- --- --- 1.10 6.2 403 6.20 --- --- --- --- --- --- 1.12 6.3 410 6.30 --- --- --- --- --- --- 1.13 6.4 416 6.40 --- --- --- --- --- --- 1.15 6.5 423 6.50 --- --- --- --- 1.17 6.6 429 6.60 --- --- --- --- --- --- 1.19 6.7 436 6.70 --- --- --- --- --- --- 1.21 6.8 442 6.80 --- --- --- --- --- --- 1.22 6.9 449 6.90 --- --- --- --- --- --- 1.24 7.0 455 7.00 --- --- --- --- --- --- 1.26 Hydrograph Report Page 1 Hyd. No. 7 Area 4 Hydrograph type = SCS Runoff Peak discharge = 0.95 cfs Storm frequency = 100 yrs Time interval = 1 min Drainage area = .22 ac Curve number = 70 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 6.90 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=2,908 cuft,0.067 acft Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) 11.63 0.11 12.20 0.52 12.77 0.12 11.65 0.12 12.22 0.49 12.78 0.12 11.67 0.13 12.23 0.46 12.80 0.12 11.68 0.14 12.25 0.44 12.82 0.11 11.70 0.15 12.27 0.43 12.83 0.11 11.72 0.17 12.28 0.41 12.85 0.11 11.73 0.18 12.30 0.40 12.87 0.11 11.75 0.19 12.32 0.38 12.88 0.11 11.77 0.20 12.33 0.37 12.90 0.10 11.78 0.22 12.35 0.35 12.92 0.10 11.80 0.23 12.37 0.34 12.93 0.10 11.82 0.24 12.38 0.32 11.83 0.26 12.40 0.31 11.85 0.27 12.42 0.29 ...End 11.87 0.29 12.43 0.28 11.88 0.31 12.45 0.26 11.90 0.32 12.47 0.24 11.92 0.34 12.48 0.23 11.93 0.37 12.50 0.21 11.95 0.40 12.52 0.20 11.97 0.46 12.53 0.18 11.98 0.53 12.55 0.17 12.00 0.62 12.57 0.16 12.02 0.72 12.58 0.15 12.03 0.81 12.60 0.14 12.05 0.89 12.62 0.14 12.07 0.94 12.63 0.13 12.08 0.95 << 12.65 0.13 12.10 0.92 12.67 0.13 12.12 0.86 12.68 0.13 12.13 0.79 12.70 0.13 12.15 0.71 12.72 0.12 12.17 0.63 12.73 0.12 12.18 0.57 12.75 0.12 Area 4 Page 2 Hydrograph Discharge Table Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs (cfs) (cfs) (cfs) (cfs) (cfs) 12.33 0.37 2.71 ----- ----- ----- ----- ----- ----- 0.49 12.35 0.35 2.60 ----- ----- ----- ----- ----- ----- 0.47 .12.37 0.34 2.49 ----- ----- ----- ----- ----- ----- 0.45 12.38 0.32 2.39 ----- ----- ----- ----- ----- ----- 0.43 12.40 0.31 2.30 ----- ----- ----- ----- ----- ----- 0.41 12.42 0.29 2.20 ----- ----- ----- ----- ----- ----- 0.40 12.43 0.28 2.10 ----- ----- ----- ----- ----- ----- 0.38 12.45 0.26 2.01 ----- ----- ----- ----- ----- ----- 0.36 12.47 0.24 1.92 ----- ----- ----- ----- ----- ----- 0.35 12.48 0.23 1.82 ----- ----- ----- ----- ----- ----- 0.33 12.50 0.21 1.73 ----- ----- ----- ----- ----- ----- 0.31 12.52 0.20 1.64 ----- ----- ----- ----- ----- ----- 0.30 12.53 0.18 1.55 ----- ----- ----- ----- ----- ----- 0.28 12.55 0.17 1.46 ----- ----- ----- ----- ----- ----- 0.26 12.57 0.16 1.37 ----- ----- ----- ----- ----- ----- 0.25 12.58 0.15 1.29 ----- ----- ----- ----- ----- ----- 0.23 12.60 0.14 1.22 ----- ----- ----- ----- ----- ----- 0.22 12.62 0.14 1.15 ----- ----- ----- ----- ----- ----- 0.21 12.63 0.13 1.09 ----- ----- ----- ----- ----- ----- 0.20 12.65 0.13 1.03 ----- ----- ----- ----- ----- ----- 0.19 12.67 0.13 0.98 ----- ----- ----- ----- ----- ----- 0.18 12.68 0.13 0.94 ----- ----- ----- ----- ----- ----- 0.17 12.70 0.13 0.90 ----- ----- ----- ----- ----- ----- 0.16 12.72 0.12 0.87 ----- ----- ----- ----- ----- ----- 0.16 12.73 0.12 0.84 ----- ----- ----- ----- ----- ----- 0.15 12.75 0.12 0.82 ----- ----- ----- ----- ----- ----- 0.15 12.77 0.12 0.79 ----- ----- ----- ----- ----- ----- 0.14 12.78 0.12 0.77 ----- ----- ----- ----- ----- ----- 0.14 12.80 0.12 0.75 ----- ----- ----- ----- ----- ----- 0.14 12.82 0.11 0.73 ----- ----- ----- ----- ----- ----- 0.13 12.83 0.11 0.72 ----- ----- ----- ----- ----- ----- 0.13 12.85 0.11 0.70 ----- ----- ----- ----- ----- ----- 0.13 12.87 0.11 0.69 12.88 0.11 0.67 ----- ----- ----- ----- ----- ----- 0.12 12.90 0.10 0.66 ----- ----- ----- ----- ----- ----- 0.12 12.92 0.10 0.65 ----- ----- ----- ----- ----- ----- 0.12 12.93 0.10 0.64 ----- ----- ----- ----- ----- ----- 0.11 12.95 0.10 0.62 ----- ----- ----- ----- ----- ----- 0.11 12.97 0.10 0.61 ----- ----- ----- ----- ----- ----- 0.11 12.98 0.10 0.60 ----- ----- ----- ----- ----- ----- 0.11 13.00 0.09 0.59 ----- ----- ----- ----- ----- ----- 0.11 13.02 0.09 0.58 ----- ----- ----- ----- ----- ----- 0.10 13.03 0.09 0.57 ----- ----- ----- ----- ----- ----- 0.10 13.05 0.09 0.56 ----- ----- ----- ----- ----- ----- 0.10 ...End Reservoir Report Page 1 Reservoir No. 3 1 8ft Drywell Culvert/ Orifice Structures Weir Structures [A] [B] [C] [A] [B] [C] Rise (in) = 0.0 0.0 0.0 Crest Len (ft) = 0.0 0.0 0.0 Span (in) = 0.0 0.0 0.0 Crest El. (ft) = 0.00 0.00 0.00 No..Barrels = 0 0 0 Weir Coeff. = 0.00 0.00 0.00 Invert El. (ft) = 0.00 0.00 0.00 Eqn. Exp. = 0.00 0.00 0.00 Length (ft) = 0.0 0.0 0.0 Multi-Stage = Slope (%) = 0.00 0.00 0.00 N-Value = .000 .000 .000 Orif. Coeff. = 0.00 0.00 0.00 Multi-Stage = ----- Tailwater Elevation = 0.00 ft Note:All outflows have been analyzed under inlet and outlet control. Stage / Storage / Discharge Table Stage Storage Elevation Culy.A Culy. B Culy. C Weir A Weir B Weir C Discharge (ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.0 00 0.00 --- --- --- --- --- --- 0.00 0.1 07 0.10 --- --- --- --- --- --- 0.02 0.2 13 0.20 --- --- --- --- --- --- 0.04 0.3 20 0.30 --- --- --- --- --- --- 0.05 0.4 26 0.40 --- --- --- --- --- --- 0.07 0.5 33 0.50 --- --- --- --- --- --- 0.09 0.6 39 0.60 --- --- --- --- --- --- 0.11 0.7 46 0.70 --- --- --- --- --- --- 0.13 0.8 52 0.80 --- --- --- --- --- --- 0.14 0.9 59 0.90 --- --- --- --- --- --- 0.16 1.0 65 1.00 --- --- --- --- --- --- 0.18 1.1 72 1.10 --- --- --- --- --- --- 0.20 1.2 78 1.20 --- --- --- --- --- --- 0.22 1.3 85 1.30 --- --- --- --- --- --- 0.23 1.4 91 1.40 --- --- --- --- --- --- 0.25 1.5 98 1.50 --- --- --- --- --- --- 0.27 1.6 104 1.60 --- --- --- --- --- --- 0.29 1.7 111 1.70 --- --- --- --- --- --- 0.31 1.8 117 1.80 --- --- --- --- --- --- 0.32 1.9 124 1.90 --- --- --- --- --- --- 0.34 2.0 130 2.00 --- --- --- --- --- --- 0.36 2.1 137 2.10 --- --- --- --- --- --- 0.38 2.2 143 2.20 --- --- --- --- --- --- 0.40 2.3 150 2.30 --- --- --- --- --- --- 0.41 2.4 156 2.40 --- --- --- --- --- --- 0.43 2.5 163 2.50 --- --- --- --- --- --- 0.45 Continues on next page... 1 8ft Dell Page 2 Stage / Storage / Discharge Table Stage Storage Elevation Culv.A Culy. B Culy. C Weir A Weir B Weir C Discharge (ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 2.6 169 2.60 --- --- --- --- --- --- 0.47 2.7 176 2.70 --- --- --- --- --- --- 0.49 2.8 182 2.80 --- --- --- --- --- --- 0.50 2.9 189 2.90 --- --- --- --- --- --- 0.52 3.0 195 3.00 --- --- --- --- --- --- 0.54 3.1 202 3.10 --- --- --- --- --- --- 0.56 3.2 208 3.20 --- --- --- --- --- --- 0.58 3.3 215 3.30 --- --- --- --- =-- --- 0.59 3.4 221 3.40 --- --- --- --- --- --- 0.61 3.5 228 3.50 --- --- --- --- --- --- 0.63 3.6 234 3.60 --- --- --- --- --- --- 0.65 3.7 241 3.70 --- --- --- --- --- --- 0.67 3.8 247 3.80 --- --- --- --- --- --- 0.68 3.9 254 3.90 --- --- --- --- --- --- 0.70 4.0 260 4.00 --- --- --- --- --- --- 0.72 4.1 267 4.10 --- --- --- --- --- --- 0.74 4.2 273 4.20 --- 0.76 4.3 280 4.30 --- --- --- --- --- --- 0.77 4.4 286 4.40 --- --- --- --- --- --- 0.79 4.5 293 4.50 --- --- --- --- --- --- 0.81 4.6 299 4.60 --- --- --- --- --- --- 0.83 4.7 306 4.70 --- --- --- --- --- --- 0.85 4.8 312 4.80 --- --- --- --- --- --- 0.86 4.9 319 4.90 --- --- --- --- --- --- 0.88 5.0 325 5.00 --- --- --- --- --- --- 0.90 5.1 332 5.10 --- --- --- --- --- --- 0.92 5.2 338 5.20 --- --- --- --- --- --- 0.94 5.3 345 5.30 --- --- --- --- --- --- 0.95 5.4 351 5.40 --- --- --- --- --- --- 0.97 5.5 358 5.50 --- --- --- --- --- --- 0.99 5.6 364 5.60 --- --- --- --- --- --- 1.01 5.7 371 5.70 --- --- --- --- --- --- 1.03 5.8 377 5.80 --- --- --- --- --- --- 1.04 5.9 384 5.90 --- --- --- --- --- --- 1.06 6.0 390 6.00 --- --- --- --- --- --- 1.08 6.1 397 6.10 --- --- --- --- --- --- 1.10 6.2 403 6.20 --- --- --- --- --- --- 1.12 6.3 410 6.30 --- --- --- --- --- --- 1.13 6.4 416 6.40 --- --- --- --- --- --- 1.15 6.5 423 6.50 --- --- --- --- --- --- 1.17 6.6 429 6.60 --- --- --- --- --- --- 1.19 6.7 436 6.70 --- --- --- --- --- --- 1.21 6.8 442 6.80 --- --- --- --- --- --- 1.22 6.9 449 6.90 --- --- --- --- --- --- 1.24 7.0 455 7.00 --- --- --- --- --- --- 1.26 Hydrograph Report Page 1 Hyd. No. 9 Area 5 Hydrograph type = SCS Runoff Peak discharge = 1.26 cfs Storm frequency = 100 yrs Time interval = 1 min ,Drainage area = .18 ac Curve number = 98 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 6.90 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=4,485 cuft,0.103 acft Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 11.13 0.10 11.70 0.29 12.27 0.50 12.83 0.12 11.15 0.10 11.72 0.31 12.28 0.48 12.85 0.12 11.17 0.10 11.73 0.33 12.30 0.47 12.87 0.12 11.18 0.11 11.75 0.35 12.32 0.45 12.88 0.12 11.20 0.11 11.77 0.37 12.33 0.43 12.90 0.11 11.22 0.11 11.78 0.39 12.35 0.41 12.92 0.11 11.23 0.11 11.80 0.41 12.37 0.39 12.93 0.11 11.25 0.11 11.82 0.43 12.38 0.37 12.95 0.11 11.27 0.12 11.83 0.44 12.40 0.35 12.97 0.11 11.28 0.12 11.85 0.46 12.42 0.33 12.98 0.11 11.30 0.12 11.87 0.48 12.43 0.31 13.00 0.10 11.32 0.12 11.88 0.50 12.45 0.30 13.02 0.10 11.33 0.12 11.90 0.52 12.47 0.28 11.35 0.13 11.92 0.54 12.48 0.26 11.37 0.13 11.93 0.57 12.50 0.24 ...End 11.38 0.13 11.95 0.62 12.52 0.22 11.40 0.13 11.97 0.69 12.53 0.20 11.42 0.13 11.98 0.78 12.55 0.19 11.43 0.14 12.00 0.90 12.57 0.17 11.45 0.14 12.02 1.02 12.58 0.16 11.47 0.14 12.03 1.13 12.60 0.16 11.48 0.14 12.05 1.22 12.62 0.15 11.50 0.14 12.07 1.26 << 12.63 0.15 11.52 0.15 12.08 1.25 12.65 0.14 11.53 0.15 12.10 1.20 12.67 0.14 11.55 0.15 12.12 1.11 12.68 0.14 11.57 0.16 12.13 1.00 12.70 0.14 11.58 0.17 12.15 0.88 12.72 0.14 11.60 0.19 12.17 0.78 12.73 0.13 11.62 0.20 12.18 0.70 12.75 0.13 11.63 0.22 12.20 0.63 12.77 0.13 11.65 0.24 12.22 0.59 12.78 0.13 11.67 0.26 12.23 0.55 12.80 0.13 11.68 0.27 12.25 0.52 12.82 0.12 Hydrograph Report Page 1 Hyd. No. 10 Area 5 Hydrograph type = Reservoir Peak discharge = 1.00 cfs Storm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. = 9 Reservoir name = 1 8ft Drywell Max. Elevation = 5.55 ft Max. Storage = 361 cuft Storage indication method used. Total Volume=4,482 cuft,0.103 acft Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 11.22 0.11 0.56 ----- ----- ----- ----- ----- ----- 0.10 11.23 0.11 0.57 ----- ----- ----- ----- ----- ----- 0.10 11.25 0.11 0.58 ----- ----- ----- ----- ----- ----- 0.10 11.27 0.12 0.59 ----- ----- ----- ----- ----- ----- 0.11 11.28 0.12 0.60 ----- ----- ----- ----- ----- ----- 0.11 11.30 0.12 0.61 ----- ----- ----- ----- ----- ----- 0.11 11.32 0.12 0.62 ----- ----- ----- ----- ----- ----- 0.11 11.33 0.12 0.63 ----- ----- ----- ----- ----- ----- 0.11 11.35 0.13 0.64 ----- ----- ----- ----- ----- ----- 0.11 11.37 0.13 0.65 ----- ----- ----- ----- ----- ----- 0.12 11.38 0.13 0.66 ----- ----- ----- ----- ----- ----- 0.12 11.40 0.13 0.67 ----- ---- ----- ----- ----- ----- 0.12 11.42 0.13 0.68 ----- ----- ----- ----- ----- ----- 0.12 11.43 0.14 0.69 ----- ----- ----- ----- ----- ----- 0.12 11.45 0.14 0.70 ----- ----- ----- ----- ----- ----- 0.13 11.47 0.14 0.71 ----- ----- ----- ----- ----- ----- 0.13 11.48 0.14 0.72 ----- ----- ----- ----- ----- ----- 0.13 11.50 0.14 0.73 ----- ----- ----- ----- ----- ----- 0.13 11.52 0.15 0.74 ----- ----- ----- ----- ----- ----- 0.13 11.53 0.15 0.75 ----- ----- ----- ----- ----- ----- 0.14 11.55 0.15 0.77 ----- ----- ----- ----- ----- ----- 0.14 11.57 0.16 0.79 ----- ----- ----- ----- ----- ----- 0.14 11.58 0.17 0.81 ----- ----- ----- ----- ----- ----- 0.15 11.60 0.19 0.84 ----- ----- ----- ----- ----- ----- 0.15 11.62 0.20 0.88 ----- ----- ----- ----- ----- ----- 0.16 11.63 0.22 0.92 ----- ----- ----- ----- ----- ----- 0.17 11.65 0.24 0.97 ----- ----- ----- ----- ----- ----- 0.18 11.67 0.26 1.04 ----- ----- ----- ----- ----- ----- 0.19 11.68 0.27 1.10 ----- ----- ----- ----- ----- ----- 0.20 11.70 0.29 1.18 ----- ----- ----- ----- ----- ----- 0.21 11.72 0.31 1.25 ----- ----- ----- ----- ----- ----- 0.23 11.73 0.33 1.34 ----- ----- ----- ----- ----- ----- 0.24 11.75 0.35 1.42 ----- ----- ----- ----- ----- ----- 0.26 11.77 0.37 1.51 ----- ----- ----- ----- ----- ----- 0.27 11.78 0.39 1.60 ----- ----- ----- ----- ----- ----- 0.29 11.80 0.41 1.69 ----- ----- ----- ----- ----- ----- 0.30 11.82 0.43 1.79 ----- ----- ----- ----- ----- ----- 0.32 11.83 0.44 1.89 ----- ----- ----- ----- ----- ----- 0.34 Continues on next page... Area 5 Page 2 Hydrograph Discharge Table Time Inflow Elevation Culy.A Culv. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 11.85 0.46 1.98 ----- ----- ----- ----- ----- ----- 0.36 11.87 0.48 2.08 ----- ----- ----- ----- ----- ----- 0.37 11.88 0.50 2.18 ----- ----- ----- ----- ----- ----- 0.39 11.90 0.52 2.28 ----- ----- ----- ----- ----- ----- 0.41 11.92 0.54 2.39 ----- ----- ----- ----- ----- ----- 0.43 11.93 0.57 2.49 ----- ----- ----- ----- ----- ----- 0.45 11.95 0.62 2.62 ----- ----- ----- ----- ----- ----- 0.47 11.97 0.69 2.78 ----- ----- ----- ----- ----- ----- 0.50 11.98 0.78 2.98 ----- ----- ----- ----- ----- ----- 0.54 12.00 0.90 3.24 ----- ----- ----- ----- ----- ----- 0.58 12.02 1.02 3.56 ----- ----- ----- ----- ----- ----- 0.64 12.03 1.13 3.93 ----- ----- ----- ----- ----- ----- 0.71 12.05 1.22 4.33 ----- ----- ----- ----- ----- ----- 0.78 12.07 1.26 << 4.72 ----- ----- ----- ----- ----- ----- 0.85 12.08 1.25 5.07 ----- ----- ----- ----- ----- ----- 0.91 12.10 1.20 5.33 ----- ----- ----- ----- ----- ----- 0.96 12.12 1.11 5.50 ----- ----- ----- ----- ----- ----- 0.99 12.13 1.00 5.55 ----- ----- ----- ----- ----- ----- 1.00 << 12.15 0.88 5.50 ----- ----- ----- ----- ----- ----- 0.99 12.17 0.78 5.37 ----- ----- ----- ----- ----- ----- 0.97 12.18 0.70 5.17 ----- ----- ----- ----- ----- ----- 0.93 12.20 0.63 4.95 ----- ----- ----- ----- ----- ----- 0.89 12.22 0.59 4.71 ----- ----- ----- ----- ----- ----- 0.85 12.23 0.55 4.47 ----- ----- ----- ----- ----- ----- 0.80 12.25 0.52 4.24 ----- ----- ----- ----- ----- ----- 0.76 12.27 0.50 4.03 ----- ----- ----- ----- ----- ----- 0.72 12.28 0.48 3.83 ----- ----- ----- ----- ----- ----- 0.69 12.30 0.47 3.65 ----- ----- ----- ----- ----- ----- 0.66 12.32 0.45 3.48 ----- ----- ----- ----- ----- ----- 0.63 12.33 0.43 3.32 ----- ----- ----- ----- ----- ----- 0.60 12.35 0.41 3.16 ----- ----- ----- ----- ----- ----- 0.57 12.37 0.39 3.02 ----- ----- ----- ----- ----- ----- 0.54 12.38 0.37 2.88 ----- ----- ----- ----- ----- ----- 0.52 12.40 0.35 2.75 ----- ----- ----- ----- ----- ----- 0.49 12.42 0.33 2.62 ----- ----- ----- ----- ----- ----- 0.47 12.43 0.31 2.49 ----- ----- ----- ---- ----- ----- 0.45 12.45 0.30 2.37 ----- ----- ----- ----- ----- ----- 0.43 12.47 0.28 2.25 ----- ----- ----- ----- ----- ----- 0.40 12.48 0.26 2.13 ----- ----- ----- ----- ----- ----- 0.38 12.50 0.24 2.02 ----- ----- ----- ----- ----- ----- 0.36 12.52 0.22 1.90 ----- ----- ----- ----- ----- ----- 0.34 12.53 0.20 1.79 ----- ----- ----- ----- ----- ----- 0.32 12.55 0.19 1.68 ----- ----- ----- ----- ----- ----- 0.30 12.57 0.17 1.58 ----- ----- ----- ----- ----- ----- 0.28 12.58 0.16 1.48 ----- ----- ----- ----- ----- ----- 0.27 12.60 0.16 1.39 ----- ----- ----- ----- ----- ----- 0.25 12.62 0.15 1.31 ----- ----- ----- ----- ----- ----- 0.24 12.63 0.15 1.24 ----- ----- ----- ----- ----- ----- 0.22 12.65 0.14 1.17 ----- ----- ----- ----- ----- ----- 0.21 12.67 0.14 1.11 ----- ----- ----- ----- ----- ----- 0.20 Continues on next page... a&1>t3 Area 5 Page 3 Hydrograph Discharge Table Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 12.68 0.14 1.06 ----- ----- ----- ----- ----- ----- 0.19 12.70 0.14 1.02 ----- ----- ----- ----- ----- ----- 0.18 12.72 0.14 0.98 ----- ----- ----- ----- ----- ----- 0.18 12.73 0.13 0.95 ----- ----- ----- ----- ----- ----- 0.17 12.75 0.13 0.91 ----- ----- ----- ----- ----- ----- 0.16 12.77 0.13 0.89 ----- ----- ----- ----- ----- ----- 0.16 12.78 0.13 0.86 ----- ----- ----- ----- ----- ----- 0.15 12.80 0.13 0.84 ----- ----- ----- ----- ----- ----- 0.15 12.82 0.12 0.82 ----- ----- ----- ----- ----- ----- 0.15 12.83 0.12 0.80 ----- ----- ----- ----- ----- ----- 0.14 12.85 0.12 0.78 ----- ----- ----- ----- ----- ----- 0.14 12.87 0.12 0.76 ----- ----- ----- ----- ----- ----- 0.14 12.88 0.12 0.74 ----- ----- ----- ----- ----- ----- 0.13 12.90 0.11 0.73 ----- ----- ----- ----- ----- ----- 0.13 12.92 0.11 0.71 ----- ----- ----- ----- ----- ----- 0.13 12.93 0.11 0.70 ----- ----- ----- ----- ----- ----- 0.13 12.95 0.11 0.69 ----- ----- ----- ----- ----- ----- 0.12 12.97 0.11 0.67 ----- ----- ----- ----- ----- ----- 0.12 12.98 0.11 0.66 ----- ----- ----- ----- ----- ----- 0.12 13.00 0.10 0.65 ----- ----- ----- ----- ----- ----- 0.12 13.02 0.10 0.64 ----- ----- ----- ----- ----- ----- 0.11 13.03 0.10 0.62 ----- ----- ----- ----- ----- ----- 0.11 13.05 0.10 0.61 ----- ----- ----- ----- ----- ----- 0.11 13.07 0.10 0.60 ----- ----- ----- ----- ----- ----- 0.11 13.08 0.09 0.59 ----- ----- ----- ----- ----- ----- 0.11 13.10 0.09 0.58 ----- ----- ----- ----- ----- ----- 0.10 13.12 0.09 0.57 ----- ----- ----- ----- ----- ----- 0.10 13.13 0.09 0.56 ----- ----- ----- ----- ----- ----- 0.10 ...End Reservoir Report Page 1 Reservoir No. 3 1 8ft Drywell Culvert/ Orifice Structures Weir Structures [A] [B] [C] [A] [B] [C] Rise (in) = 0.0 0.0 0.0 Crest Len (ft) = 0.0 0.0 0.0 Span (in) = 0.0 0.0 0.0 Crest El. (ft) = 0.00 0.00 0.00 No.Barrels = 0 0 0 Weir Coeff. = 0.00 0.00 0.00 Invert El. (ft) = 0.00 0.00 0.00 Eqn. Exp. = 0.00 0.00 0.00 Length (ft) = 0.0 0.0 0.0 Multi-Stage = Slope (%) = 0.00 0.00 0.00 N-Value = .000 .000 .000 Orif. Coeff. = 0.00 0.00 0.00 Multi-Stage = ----- Tailwater Elevation = 0.00 ft Note:All outflows have been analyzed under inlet and outlet control. Stage / Storage / Discharge Table Stage Storage Elevation Culy.A Culy. B Culy. C Weir A Weir B Weir C Discharge (ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.0 00 0.00 --- --- --- --- --- --- 0.00 0.1 07 0.10 --- --- --- --- --- --- 0.02 0.2 13 0.20 --- --- --- --- --- --- 0.04 0.3 20 0.30 --- --- --- --- --- --- 0.05 0.4 26 0.40 --- --- --- --- --- --- 0.07 0.5 33 0.50 --- --- --- --- --- --- 0.09 0.6 39 0.60 --- --- --- --- --- --- 0.11 0.7 46 0.70 --- --- --- --- --- --- 0.13 0.8 52 0.80 --- --- --- --- --- --- 0.14 0.9 59 0.90 --- --- --- --- --- --- 0.16 1.0 65 1.00 --- --- --- --- --- --= 0.18 1.1 72 1.10 --- --- --- --- --- --- 0.20 1.2 78 1.20 --- --- --- --- --- --- 0.22 1.3 85 1.30 --- --- --- --- --- --- 0.23 1.4 91 1.40 --- --- --- --- --- --- 0.25 1.5 98 1.50 --- --- --- --- --- --- 0.27 1.6 104 1.60 --- --- --- --- --- --- 0.29 1.7 111 1.70 --- --- --- --- --- --- 0.31 1.8 117 1.80 --- --- --- --- --- --- 0.32 1.9 124 1.90 --- --- --- --- --- --- 0.34 2.0 130 2.00 --- --- --- --- --- --- 0.36 2.1 137 2.10 --- --- --- --- --- --- 0.38 2.2 143 2.20 --- --- --- --- --- --- 0.40 2.3 150 2.30 --- --- --- --- --- --- 0.41 2.4 156 2.40 --- --- --- --- --- --- 0.43 2.5 163 2.50 --- --- --- --- --- --- 0.45 Continues on next page... Hydrograph Report Page 1 Hyd. No. 8 Area 4 Hydrograph type = Reservoir Peak discharge = 0.74 cfs Storm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. = 7 Reservoir name = 1 8ft Drywell Max. Elevation = 4.09 ft Max. Storage = 266 cuft Storage Indication method used. Total Volume=2,905 cuft,0.067 acft Hydrograph Discharge Table Time Inflow Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 11.70 0.15 0.58 ----- ----- ----- ----- ----- ----- 0.11 11.72 0.17 0.63 ----- ----- ----- ----- ----- ----- 0.11 11.73 0.18 0.68 ----- ----- ----- ----- ----- ----- 0.12 11.75 0.19 0.73 ----- ----- ----- ----- ----- ----- 0.13 11.77 0.20 0.79 ----- ----- ----- ----- ----- ----- 0.14 11.78 0.22 0.85 ----- ----- ----- ----- ----- ----- 0.15 11.80 0.23 0.91 ----- ----- ----- ----- ----- ----- 0.16 11.82 0.24 0.97 ----- ----- ----- ----- ----- ----- 0.17 11.83 0.26 1.04 ----- ----- ----- ----- ----- ----- 0.19 11.85 0.27 1.10 ----- ----- ----- ----- ----- ----- 0.20 11.87 0.29 1.18 ----- ----- ----- ----- ----- ----- 0.21 11.88 0.31 1.25 ----- ----- ----- ----- ----- ----- 0.22 11.90 0.32 1.32 ----- ----- ----- ----- ----- ----- 0.24 11.92 0.34 1.40 ----- ----- ----- ----- ----- ----- 0.25 11.93 0.37 1.49 ----- ----- ----- ----- ----- ----- 0,27 11.95 0.40 1.59 ----- ----- ----- ----- ----- ----- 0.29 11.97 0.46 1.71 ----- ----- ----- ----- ----- ----- 0.31 11.98 0.53 1.87 ----- ----- ----- ----- ----- ----- 0.34 12.00 0.62 2.07 ----- ----- ----- ----- ----- ----- 0.37 12.02 0.72 2.32 ----- ----- ----- ----- ----- ----- 0.42 12.03 0.81 2.62 ----- ----- ----- ----- ----- ----- 0.47 12.05 0.89 2.94 ----- ----- ----- ----- ----- ----- 0.53 12.07 0.94 3.27 ----- 59 12.08 0.95 << 3.57 ----- ----- ----- _---- ----- ----- 0.64 12.10 0.92 3.82 ----- ----- ----- ----- ----- ----- 0.69 12.12 0.86 3.99 ----- ----- ----- ----- ----- ----- 0.72 12.13 0.79 4.08 ----- ----- ----- ----- ----- ----- 0.73 12.15 0.71 4.09 << ----- ----- ----- ----- ----- ----- 0.74 << 12.17 0.63 4.03 ----- ----- ----- ----- ----- ----- 0.73 12.18 0.57 3.93 ----- ----- ----- ----- ----- ----- 0.71 12.20 0.52 3.79 ----- ----- ----- ----- ----- ----- 0.68 12.22 0.49 3.64 ----- ----- ----- ----- ----- ----- 0.65 12.23 0.46 3.48 ----- ----- ----- ----- ----- ----- 0.63 12.25 0.44 3.33 ----- ----- ----- ----- ----- ----- 0.60 12.27 0.43 3.19 ----- ----- ----- ----- ----- ----- 0.57 12.28 0.41 3.06 ----- ----- ----- ----- ----- ----- 0.55 12.30 0.40 2.93 ----- ----- ----- ----- ----- 0.53 12.32 0.38 2.82 ----- ----- ----- ----- ----- 0.51 Continues on next page... 64 1 8ft Drywell Page 2 Stage / Storage / Discharge Table Stage Storage Elevation Cuiv.A Culv. B Culy. C Weir A Weir B Weir C Discharge (ft) (cult) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 2.6 169 2.60 --- --- --- --- --- --- 0.47 2.7 176 2.70 --- --- --- --- --- --- 0.49 2.8 182 2.80 --- --- --- --- --- --- 0.50 2.9 189 2.90 --- --- --- --- --- --- 0.52 3.0 195 3.00 --- --- --- --- --- --- 0.54 3.1 202 3.10 --- --- --- --- --- --- 0.56 3.2 208 3.20 --- --- --- --- --- --- 0.58 3.3 215 3.30 --- --- --- --- --- --- 0.59 3.4 221 63.40 --- --- --- --- --- --- 0.61 3.5 228 3.50 --- --- --- --- --- --- 0.63 3.6 234 3.60 --- --- --- --- --- --- 0.65 3.7 241 3.70 --- --- --- --- --- --- 0.67 3.8 247 3.80 --- --- --- --- --- --- 0.68 3.9 254 3.90 --- --- --- --- --- --- 0.70 4.0 260 4.00 --- --- --- --- --- --- 0.72 4.1 267 4.10 --- --- --- --- --- --- 0.74 4.2 273 4.20 --- --- --- --- --- --- 0.76 4.3 280 4.30 --- --- --- --- --- --- 0.77 4.4 286 4.40 --- --- --- --- --- --- 0.79 4.5 293 4.50 --- --- --- --- --- --- 0.81 4.6 299 4.60 --- --- --- --- --- --- 0.83 4.7 306 4.70 --- --- --- --- --- --- 0.85 4.8 312 4.80 --- --- --- --- --- --- 0.86 4.9 319 4.90 --- --- --- --- --- --- 0.88 5.0 325 5.00 --- --- --- --- --- --- 0.90 5.1 332 5.10 --- --- --- --- --- --- 0.92 5.2 338 5.20 --- --- --- --- --- --- 0.94 5.3 345 5.30 --- --- --- --- --- --- 0.95 5.4 351 5.40 --- --- --- --- --- --- 0.97 5.5 358 5.50 --- --- --- --- --- --- 0.99 5.6 364 5.60 --- --- --- --- --- --- 1.01 5.7 371 5.70 --- --- --- --- --- --- 1.03 5.8 377 5.80 --- --- --- --- --- --- 1.04 5.9 384 5.90 --- --- --- --- --- --- 1.06 6.0 390 6.00 --- --- --- --- --- --- 1.08 6.1 397 6.10 --- --- --- --- --- --- 1.10 6.2 403 6.20 --- --- --- --- --- --- 1.12 6.3 410 6.30 --- --- --- --- --- --- 1.13 6.4 416 6.40 --- --- --- --- --- --- 1.15 6.5 423 6.50 --- --- --- --- --- --- 1.17 6.6 429 6.60 --- --- --- --- --- --- 1.19 6.7 436 6.70 --- --- --- --- --- --- 1.21 6.8 442 6.80 --- --- --- --- --- --- 1.22 6.9 449 6.90 --- --- --- --- --- --- 1.24 7.0 455 7.00 --- --- --- --- --- --- 1.26 Hydrograph Report Page 1 Hyd. No. 11 Area 6 Hydrograph type = SCS Runoff Peak discharge = 1.26 cfs Storm frequency = 100 yrs Time interval = 1 min Drainage area = .18 ac Curve number = 98 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 6.90 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=4,485 cult,0.103 acft Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 11.13 0.10 11.70 0.29 12.27 0.50 12.83 0.12 11.15 0.10 11.72 0.31 12.28 0.48 12.85 0.12 11.17 0.10 11.73 0.33 12.30 0.47 12.87 0.12 11.18 0.11 11.75 0.35 12.32 0.45 12.88 0.12 11.20 0.11 11.77 0.37 12.33 0.43 12.90 0.11 11.22 0.11 11.78 0.39 12.35 0.41 12.92 0.11 11.23 0.11 11.80 0.41 12.37 0.39 12.93 0.11 11.25 0.11 11.82 0.43 12.38 0.37 12.95 0.11 11.27 0.12 11.83 .0.44 12.40 0.35 12.97 0.11 11.28 0.12 11.85 0.46 12.42 0.33 12.98 0.11 11.30 0.12 11.87 0.48 12.43 0.31 13.00 0.10 11.32 0.12 11.88 0.50 12.45 0.30 13.02 0.10 11.33 0.12 11.90 0.52 12.47 0.28 11.35 0.13 11.92 0.54 12.48 0.26 11.37 0.13 11.93 0.57 12.50 0.24 ...End 11.38 0.13 11.95 0.62 12.52 0.22 11.40 0.13 11.97 0.69 12.53 0.20 11.42 0.13 11.98 0.78 12.55 0.19 11.43 0.14 12.00 0.90 12.57 0.17 11.45 0.14 12.02 1.02 12.58 0.16 11.47 0.14 12.03 1.13 12.60 0.16 11.48 0.14 12.05 1.22 12.62 0.15 11.50 0.14 12.07 1.26 << 12.63 0.15 11.52 0.15 12.08 1.25 12.65 0.14 11.53 0.15 12.10 1.20 12.67 0.14 11.55 0.15 12.12 1.11 12.68 0.14 11.57 0.16 12.13 1.00 12.70 0.14 11.58 0.17 12.15 0.88 12.72 0.14 11.60 0.19 12.17 0.78 12.73 0.13 11.62 0.20 12.18 0.70 12.75 0.13 11.63 0.22 12.20 0.63 12.77 0.13 11.65 0.24 12.22 0.59 12.78 0.13 11.67 0.26 12.23 0.55 12.80 0.13 11.68 0.27 12.25 0.52 12.82 0.12 71 Hydrograph Report Page 1 Hyd. No. 12 Area 6 Hydrograph type = Reservoir Peak discharge = 1.00 cfs Storm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. = 11 Reservoir name = 1 8ft Drywell Max. Elevation = 5.55 ft Max. Storage = 361 cuft Storage Indication method used. Total Volume=4,482 cuft,0.103 acft Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 11.22 0.11 0.56 ----- ----- ----- ----- ----- ----- 0.10 11.23 0.11 0.57 ----- ----- ----- ----- ----- ----- 0.10 11.25 0.11 0.58 ----- ----- ----- ----- ----- ----- 0.10 11.27 0.12 0.59 ----- ----- ----- ----- ----- ----- 0.11 11.28 0.12 0.60 ----- ----- ----- ----- ----- ----- 0.11 11.30 0.12 0.61 ----- ----- ----- ----- ----- ----- 0.11 11.32 0.12 0.62 ----- ----- ----- ----- ----- ----- 0.11 11.33 0.12 0.63 ----- ----- ----- ----- ----- ----- 0.11 11.35 0.13 0.64 ----- ----- ----- ----- ----- ----- 0.11 11.37 0.13 0.65 ----- ----- ----- ----- ----- ----- 0.12 11.38 0.13 0.66 ----- ----- ----- ----- ----- ----- 0.12 11.40 0.13 0.67 ----- ----- ----- ----- ----- ----- 0.12 11.42 0.13 0.68 ----- ----- ----- ----- ----- ----- 0.12 11.43 0.14 0.69 ----- ----- ----- ----- ----- ----- 0.12 11.45 0.14 0.70 ----- ----- ----- ----- ----- ----- 0.13 11.47 0.14 0.71 ----- ----- ----- ----- ----- ----- 0.13 11.48 0.14 0.72 ----- ----- ----- ----- ----- ----- 0.13 11.50 0.14 0.73 ----- ----- ----- ----- ----- ----- 0.13 _ 11.52 0.15 0.74 ----- ----- ----- ----- ----- ----- 0.13 11.53 0.15 0.75 ----- ----- ----- ----- ----- ----- 0.14 11.55 0.15 0.77 ----- ----- ----- ----- ----- ----- 0.14 11.57 0.16 0.79 ----- ----- ----- ----- ----- ----- 0.14 11.58 0.17 0.81 ----- ----- ----- ----- ----- ----- 0.15 11.60 0.19 0.84 ----- ----- ----- ----- ----- ----- 0.15 11.62 0.20 0.88 ----- ----- ----- ----- ----- ----- 0.16 11.63 0.22 0.92 ----- ----- ----- ----- ----- ----- 0.17 11.65 0.24 0.97 ----- ----- ----- ----- ----- ----- 0.18 11.67 0.26 1.04 ----- ----- ----- ----- ----- ----- 0.19 11.68 0.27 1.10 ----- ----- ----- ----- ----- ----- 0.20 11.70 0.29 1.18 ----- ----- ----- ----- ----- ----- 0.21 11.72 0.31 1.25 ----- ----- ----- ----- ----- ----- 0.23 11.73 0.33 1.34 ----- ----- ----- ----- ----- ----- 0.24 11.75 0.35 1.42 ----- ----- ----- ----- ----- ----- 0.26 11.77 0.37 1.51 ----- ----- ----- ----- ----- ----- 0.27 11.78 0.39 1.60 ----- ----- ----- ----- ----- ----- 0.29 11.80 0.41 1.69 ----- ----- ----- ----- ----- ----- 0.30 11.82 0.43 1.79 ----- ----- ----- ----- ----- ----- 0.32 11.83 0.44 1.89 ----- ----- ----- ----- ----- ----- 0.34 Continues on next page... `T Area 6 Page 2 Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 11.85 0.46 1.98 ----- ----- ----- ----- ----- ----- 0.36 11.87 0.48 2.08 ----- ----- ----- ----- ----- ----- 0.37 11.88 0.50 2.18 ----- ----- ----- ----- ----- ----- 0.39 11.90 0.52 2.28 ----- ----- ----- ----- ----- ----- 0.41 11.92 0.54 2.39 ----- ----- ----- ----- ----- ----- 0.43 11.93 0.57 2.49 ----- ----- ----- ----- ----- ----- 0.45 11.95 0.62 2.62 ----- ----- ----- ----- ----- ----- 0.47 11.97 0.69 2.78 ----- ----- ----- ----- ----- ----- 0.50 11.08 0.78 2.98 ----- ----- ----- ----- ----- ----- 0.54 12.00 0.90 3.24 ----- ----- ----- ----- ----- ----- 0.58 12.02 1.02 3.56 ----- ----- ----- ----- ----- ----- 0.64 12.03 1.13 3.93 ----- ----- ----- ----- ----- ----- 0.71 12.05 1.22 4.33 ----- ----- ----- ----- ----- ----- 0.78 12.07 1.26 << 4.72 ----- ----- ----- ----- ----- ----- 0.85 12.08 1.25 5.07 ----- ----- ----- ----- ----- ----- 0.91 12.10 1.20 5.33 ----- ----- ----- ----- ----- ----- 0.96 12.12 1.11 5.50 ----- ----- ----- ----- ----- ----- 0.99 12.13 1.00 5.55 ----- ----- ----- ----- ----- ----- 1.00 << 12.15 0.88 5.50 ----- ----- ----- ----- ----- ----- 0.99 12.17 0.78 5.37 ----- ----- ----- ----- ----- ----- 0.97 12.18 0.70 5.17 ----- ----- ----- ----- ----- ----- 0.93 12.20 0.63 4.95 ----- ----- ----- ----- ----- ----- 0.89 12.22 0.59 4.71 ----- ----- ----- ----- ----- ----- 0.85 12.23 0.55 4.47 ----- ----- ----- ----- ----- ----- 0.80 12.25 0.52 4.24 ----- ----- ----- ----- ----- ----- 0.76 12.27 0.50 4.03 ----- ----- ----- ----- ----- ----- 0.72 12.28 0.48 3.83 ----- ----- ----- ----- ----- ----- 0.69 12.30 0.47 3.65 ----- ----- ----- ----- ----- ----- 0.66 12.32 0.45 3.48 ----- ----- ----- ----- ----- ----- 0.63 12.33 0.43 3.32 ----- ----- ----- ----- ----- ----- 0.60 12.35 0.41 3.16 ----- ----- ----- ----- ----- ----- 0.57 12.37 0.39 3.02 ----- ----- ----- ----- ----- ----- 0.54 12.38 0.37 2.88 ----- ----- ----- ----- ----- ----- 0.52 12.40 0.35 2.75. ----- ----- ----- ----- ----- ----- 0.49 12.42 0.33 2.62 ----- ----- ----- ----- ----- ----- 0.47 12.43 0.31 2.49 ----- ----- ----- ----- ----- ----- 0.45 12.45 0.30 2.37 ----- ----- ----- ----- ----- ----- 0.43 12.47 0.28 2.25 ----- ----- ----- ----- ----- ----- 0.40 12.48 0.26 2.13 ----- ----- ----- ----- ----- ----- 0.38 12.50 0.24 2.02 ----- ----- ----- ----- ----- ----- 0.36 12.52 0.22 1.90 ----- ----- ----- ----- ----- ----- 0.34 12.53 0.20 1.79 --=-- ----- ----- ----- ----- ----- 0.32 12.55 0.19 1.68 ----- ----- ----- ----- ----- ----- 0.30 12.57 0.17 1.58 ----- ----- ----- ----- ----- ----- 0.28 12.58 0.16 1.48 ----- ----- ----- ----- ----- ----- 0.27 12.60 0.16 1.39 ----- ----- ----- ----- ----- ----- 0.25 12.62 0.15 1.31 ----- ----- ----- ----- ----- ----- 0.24 12.63 0.15 1.24 ----- ----- ----- ----- ----- ----- 0.22 12.65 0.14 1.17 ----- ----- ----- ----- ----- ----- 0.21 12.67 0.14 1.11 ----- ----- ----- ----- ----- ----- 0.20 Continues on next page... Area 6 Page 3 Hydrograph Discharge Table Time Inflow Elevation Culv.A Culv. B Culv. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 12.68 0.14 1.06 ----- ----- ----- ----- ----- ----- 0.19 12.70 0.14 1.02 ----- ----- ----- ----- ----- ----- 0.18 .12.72 0.14 0.98 ----- ----- ----- ----- ----- ----- 0.18 12.73 0.13 0.95 ----- ----- ----- ----- ----- ----- 0.17 12.75 0.13 0.91 ----- ----- ----- ----- ----- ----- 0.16 12.77 0.13 0.89 ----- ----- ----- ----- ----- ----- 0.16 12.78 0.13 0.86 ----- ----- ----- ----- ----- ----- 0.15 12.80 0.13 0.84 ----- ----- ----- ----- ----- ----- 0.15 12.82 0.12 0.82 ----- ----- ----- ----- ----- ----- 0.15 12.83 0.12 0.80 ----- ----- ----- ----- ----- ----- 0.14 12.85 0.12 0.78 ----- ----- ----- ----- ----- ----- 0.14 12.87 0.12 0.76 ----- ----- ----- ----- ----- ----- 0.14 12.88 0.12 0.74 ----- ----- ----- ----- ----- ----- 0.13 12.90 0.11 0.73 ----- ----- ----- ----- ----- ----- 0.13 12.92 0.11 0.71 ----- ----- ----- ----- ----- ----- 0.13 12.93 0.11 0.70 ----- ----- ----- ----- ----- ----- 0.13 12.95 0.11 0.69 ----- ----- ----- ----- ----- ----- 0.12 12.97 0.11 0.67 ----- ----- ----- ----- ----- ----- 0.12 12.98 0.11 0.66 ----- ----- ----- ----- ----- ----- 0.12 13.00 0.10 0.65 ----- ----- ----- ----- ----- ----- 0.12 13.02 0.10 0.64 ----- ----- ----- ----- ----- ----- 0.11 13.03 0.10 0.62 ----- ----- ----- ----- ----- ----- 0.11 13.05 0.10 0.61 ----- ----- ----- ----- ----- ----- 0.11 13.07 0.10 0.60 ----- ----- ----- ----- ----- ----- 0.11 13.08 0.09 0.59 ----- ----- ----- ----- ----- ----- 0.11 13.10 0.09 0.58 ----- ----- ----- ----- ----- ----- 0.10 13.12 0.09 0.57 ----- ----- ----- ----- ----- ----- 0.10 13.13 0.09 0.56 ----- ----- ----- ----- ----- ----- 0.10 ...End 7// Reservoir Report Page 1 Reservoir No. 3 1 8ft Drywell Culvert/ Orifice Structures Weir Structures [A] [B] [C] [A] [B] [C] Rise (in) = 0.0 0.0 0.0 Crest Len (ft) = 0.0 0.0 0.0 Span (in) = 0.0 0.0 0.0 Crest El. (ft) = 0.00 0.00 0.00 No.Barrels = 0 0 0 Weir Coeff. = 0.00 0.00 0.00 Invert El. (ft) = 0.00 0.00 0.00 Eqn. Exp. = 0.00 0.00 0.00 Length (ft) = 0.0 0.0 0.0 Multi-Stage = Slope(%) = 0.00 0.00 0.00 N-Value = .000 .000 .000 Orif. Coeff. = 0.00 0.00 0.00 Multi-Stage = ----- Tailwater Elevation = 0.00 ft Note:All outflows have been analyzed under inlet and outlet control. Stage / Storage / Discharge Table Stage Storage Elevation Culy.A Culv. B Culy. C Weir A Weir B Weir C Discharge (ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.0 00 0.00 --- --- --- --- --- --- 0.00 0.1 07 0.10 --- --- --- --- --- --- 0.02 0.2 13 0.20 --- --- --- --- --- --- 0.04 0.3 20 0.30 --- --- --- --- --- --- 0.05 0.4 26 0.40 --- --- --- --- --- --- 0.07 0.5 33 0.50 --- --- --- --- --- --- 0.09 0.6 39 0.60 --- --- --- --- --- --- 0.11 0.7 46 0.70 --- --- --- --- --- --- 0.13 0.8 52 0.80 --- --- --- --- --- --- 0.14 0.9 59 0.90 --- --- --- --- --- --- 0.16 1.0 65 1.00 --- --- --- --- --- --- 0.18 1.1 72 1.10 --- --- --- --- --- --- 0.20 1.2 78 1.20 --- --- --- --- --- --- 0.22 1.3 85 1.30 --- --- --- --- --- --- 0.23 1.4 91 1.40 --- --- --- --- --- --- 0.25 1.5 98 1.50 --- --- --- --- --- --- 0.27 1.6 104 1.60 --- --- --- --- --- --- 0.29 1.7 111 1.70 --- --- --- --- --- --- 0.31 1.8 117 1.80 --- --- --- --- --- --- 0.32 1.9 124 1.90 --- --- --- --- --- --- 0.34 2.0 130 2.00 --- --- --- --- --- --- 0.36 2.1 137 2.10 --- --- --- --- --- --- 0.38 2.2 143 2.20 --- --- --- --- --- --- 0.4Q 2.3 150 2.30 --- --- --- --- --- --- 0.41 2.4 156 2.40 --- --- --- --- --- --- 0.43 2.5 163 2.50 --- --- --- --- --- --- 0.45 Continues on next page... 1 8ft Drywell Page 2 Stage I Storage I Discharge Table Stage Storage Elevation Culv.A Culy. B Culy. C Weir A Weir B Weir C Discharge (ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 2.6 169 2.60 --- --- --- --- --- --- 0.47 2.7 176 2.70 --- --- --- --- --- --- 0.49 2.8 182 2.80 --- --- --- --- --- --- 0.50 2.9 189 2.90 --- --- --- --- --- --- 0.52 3.0 195 3.00 --- --- --- --- --- --- 0.54 3.1 202 3.10 --- --- --- --- --- --- 0.56 3.2 208 3.20 --- --- --- --- --- --- 0.58 3.3 215 3.30 --- --- --- --- --- --- 0.59 3.4 ' 221 3.40 --- --- --- --- --- --- 0.61 3.5 228 3.50 --- --- --- --- --- --- 0.63 3.6 234 3.60 --- --- --- --- --- --- 0.65 3.7 241 3.70 --- --- --- --- --- --- 0.67 3.8 247 3.80 --- --- --- --- --- --- 0.68 3.9 254 3.90 --- --- --- --- --- --- 0.70 4.0 260 4.00 --- --- --- --- --- --- 0.72 4.1 267 4.10 --- --- --- --- --- --- 0.74 4.2 273 4.20 --- --- --- --- --- --- 0.76 4.3 280 4.30 --- --- --- --- --- --- 0.77 4.4 286 4.40 --- --- --- --- --- --- 0.79 4.5 293 4.50 --- --- --- --- --- --- 0.81 4.6 299 4.60 --- --- --- --- --- --- 0.83 4.7 306 4.70 --- --- --- --- --- --- 0.85 4.8 312 4.80 --- --- --- --- --- --- 0.86 4.9 319 4.90 --- --- --- --- --- --- 0.88 5.0 325 5.00 --- --- --- --- --- --- 0.90 5.1 332 5.10 --- --- --- --- --- --- 0.92 5.2 338 5.20 --- --- --- --- --- --- 0.94 5.3 345 5.30 --- --- --- --- --- --- 0.95 5.4 351 5.40 --- --- --- --- --- --- 0.97 5.5 358 5.50 --- --- --- --- --- --- 0.99 5.6 364 5.60 --- --- --- --- --- --- 1.01 5.7 371 5.70 --- --- --- --- --- --- 1.03 5.8 377 5.80 --- --- --- --- --- --- 1.04 5.9 384 5.90 --- --- --- --- --- --- 1.06 6.0 390 6.00 --- --- --- --- --- --- 1.08 6.1 397 6.10 --- --- --- --- --- --- 1.10 6.2 403 6.20 --- --- --- --- --- --- 1.12 6.3 410 6.30 --- --- --- --- --- --- 1.13 6.4 416 6.40 --- --- --- --- --- --- 1.15 6.5 423 6.50 --- --- --- --- --- --- 1.17 6.6 429 6.60 --- --- --- --- --- --- 1.19 6.7 436 6.70 --- --- --- --- --- --- 1.21 6.8 442 6.80 --- --- --- --- --- --- 1.22 6.9 449 6.90 --- --- --- --- --- --- 1.24 7.0 455 7.00 --- --- --- --- --- --- 1.26 Culvert Analysis -77 a S Line 'Segment (Station to Station) h Cy d a N Time to Inlet (mina © Cy Q N 1 w Time in Pipe (min.) .Accumulated- Time, xa Ci �' tl C7 (mina 4 rp C� d -A I- Entering Catch a o N Basin i✓�}1L.t��`+' l�fni �tlP�'es�"1:Oc ( � M -Su-m--of—A P siem —j Rai .N (v QN O aD Q in System (c.f.&) 3 j N t'd 1s w Pipe Size & Type p Length of Pipe (ft) b o C> '— Slope (ft./ft) � Ci 0 tp I ry Average Velocity(tp.$)9 4 W Full Capacity (c#s) A Headwater (f t.) ' 1?4 40&_'oN le�S e�no�t9u- �t�� �tLc7c�<-�, uMol NJIS30 V431SAS 8 M PLANNING DEPARTMENT IN-HOUSE REFERRAL FORM TO: Town Manager, Michael Gantick, Fred Shaw, Agent Rich Bond, Fire Marshal Lanning, Ray Favreau, Karl Reichle, Mel Stead FROM: Marcia A. Banach, AICP, Director of Planning The Planning & Engineering Departments have received plans for the following project: Zone Acreage !,5�G. Commercial _ Subdiv Site Plan _ Residential # of Lots/Units , Industrial Location: Project Description; Future Town owned .property involved? Yes :..- No (a) new streets (existing .. frontage also) (b) neW open space/recreation area active passive (c) new detention area Planning Department comments : Please let me know by �1J � �110 if you will have comments on this application so that I can follow up with your department when I do a Planning Department report. Thank you. PLANNING DEPARTMENT IN-HOUSE REFERRAL FORM TO: Town Manager, Michael Gantick, Fred Shaw, Agent Rich Bon Fire Marshal Lanning, Ray Favreau, Karl Reichle, Mel Stead FROM: Marcia A. Banach, AICP, Director of Planning The Planning & Engineering Departments have received plans for the following project: Zone Acreage t !,� �C. Commercial _ Subdiv Site Plan X Residential # of Lots/Units : Industrial Location: Project Description: Future Town-owned` property involved? Yes No '- (a) new streets (existing.- frontage also) (b) new open space/recreation area active passive (c) new detention area Planning Department comments : '3T Ra,vG c,y �G-chm M c-Y�J jr/d9 J CCG3 S %® rP�Z�S� bF 'Gec✓ CC3c o.c�/S�i'c1°s CP2aPG y'")F �c""t'A M 2Tic�1 Foe- %LTc� h c >> >(' 7f�,- R -x7 /-� i)eff71 1c uc,1i (&cZe-z 02. /�C�'}K -7klfiFr/C e-%A,i �� Please let me know by � 9� M if you will have comments on this application so that I can follow up with your department when I do a Planning Department report. Thank you. /Pn/ -71—a-W euAS d).u,:5- ,�- CST 71<�7 IJOW)86 Z e � C9 �'Gl//1c1C7 C�i�� RFFLc�>' i/tom 6�F'��� �'1✓<;"Ze�fl�� TOWN OF SOUTH WINDSOR 1540 Sullivan Avenue South Windsor, CT 06074 FAX COVER SHEET DATE: December 3, 1996 TIME: 2:34 PM TO: Peter DeMallie PHONE: Design Professionals FAX: FROM: Marcia A. Banach PHONE: 644-2511, ext. 253 Director of Planning FAX: 644-3781 RE: Application #96-75P, Dunkin Donuts Number of pages including cover sheet: 2 Message Comments from interdepartment staff review of Dunkin Donuts. Of particular note are the strong recommendations to interconnect this site with Colony Shops, in accordance with access management program. I will be in touch soon to try to arrange a meeting with Tony Pacheco and you (plus Ralph Hedenberg, Economic Development Coordinator) to discuss this issue. ry TOWN OF SOUTH WINDSOR 1540 Sullivan Avenue South Windsor, CT 06074 FAX COVER SHEET DATE: December 3, 1996 TIME: 3:48 PM TO: Harry Strate PHONE: Vijay Menta FAX: FROM: Marcia A. Banach PHONE: 644-2511, ext. 253 Director of Planning FAX: 644-3781 RE: Proposed Dunkin Donuts site, Sullivan Avenue Number of pages including cover sheet: 3 Message As discussed, proposed Dunkin Donuts site next to the shopping centers on the north side of Sullivan Avenue. Current curb cut plan shows this site on pages B- 6, B-7 (last property at match line K on page B-6, plus first property on Sheet 13- 7. Dunkin Donuts does not want an interconnection with the shopping center next door. They have indicated that their concerns are (1) grades between the two sites, and (2) not-so-attractive appearance of the shopping center. Town staff are unanimous in our concern for this site--it seems that this site embodies everything access management is about. We would appreciate your thoughts (and any advice about how to present a strong case, since the business owner will be presenting as strong a case as possible for his separate entrance). This application will be heard by our Planning &Zoning Commission on December 10. Thanks for your assistance! II ` � 00 N / CN APIN 51REE1 I RowAto MAR tLo acwAco MARnN I UV Ro9r D. N� ' RALPH C. 1 PEMAIM &MARY r. "ALL 5 60Ap UJ A AVENUE A' N "/F ML T REAL TY ` WNDSWn/ PARJI1fER5 SOU , aEMowMExr ca � N/r XROME BEWOW17 / W ♦ s«,n+ MlNOSYXT � of-wLOPM£Nr co. KEY MAID V+ N 1 i _T,30 .. ----- - -- -----.134 r}S d \ m SE ,,,1 ,sN ... .. S 17.N.S-DRM .... ........... , E45EULNl .,.........1o•BU'IZR I•[ .. ....... ...... .._... 1' r O N e2 -fi-RyD INV 125.,3v ,SD yam-- v 125.13 ,9� - 1Y.J3� \ I8•vQ �/I ' -F- _F E•Pv�'~ I 130 RROPMD x13aTD o d ,W Ile - \ DUWSIED -e 5 L.F. I A. PARCEL EAR DufivsnR 6-PVC coF nR o4.0 69,5 s ft. "° x • -------mE4 pl AII11— aw -- ----- - - 1.59 oc. �0 ::o 1 '1 C.�'' w n t �Ers^Nc \ 1 ,R•Fp05Eo r4L%(r•r• of s) �� rp' --- 'nFE_.E \• '11 �j — -�.-I i7 n� � I I <,•F°D�; lsw -•• � 1 xlxes � \t• %132.fi9, K - •� < � �ra'SCY r%FO • 'OPSOIL o ® L sr ____ `Los. N 637J;31• — _— 1 --- C NEu - � tF. + - a REc�G NSA RCTAI AREA P17G'R� I7b g FINI-tu F!-OOR P.EY' 19110 I `,` - rJB \\\\1✓✓/�/� 1 fwl5 t� l __ gS IPR(WOSEO tom,y •ffM.:L Rosr ! },x.3o I b �`6Y I II TF 129.00 :ORYYF '. < g �' ram— ti `-'INV:125.231NN INVTF r326J"c I1Nv 125.23 OUT$ 2••YVR 1 I N ,INV:126.33'6- y� i __ ____ ____-_ 25 f- N/F ,/ )� _ ` ' e"�I� \ 1 I, . , - > ROSE D. 7 MARTIN a PETRAI T7.. I 1 lj wAY 1 �1'a01 ' �lJ a e• _ w I ;PROa05ED 31L 7.xSll l4 Y•tw ` \ O ITG:.900 1 1 1PROPOSED D . E x12es1 2T 4 �JIr.v!246B IN N WE',dl:; ARE 45 ens: 1 Ice No. 5 r TG/12 90 < / ¢ - I _ INv 2668 OUT N +:E*'-eNDS ^+C .-ret RJs' 1 ` 17:128.30 Y a v'12 SINE I \\�� '+?� 0 �' I IiN V.'26.33 8- 1 INV:123.88 IN E K INV:124, OUT W 1L 1 INv:123.88 OUT 2 INV:126.4 8' II ( i ... nA:.RO ZONE 1 ' 1 1Qa IINV:124.6 l7 I �I S 7EP'CTED. 1 ,I I I •n ' O 4.01R • i� j 1y�EL�H'• I ND IPROPOSFi Ib E.f.�4Y RVD• i i ' SN•uRY tLS. 1 1 •u4f1E c o'_ __ D ao J 7 TF fi-u.F[L •e frgV1 YIIPO rf.1 •`+E -uwi DI' '1-- _. —— 0 LF + I oC ,$oECIf ICAnON$. PVC ' (II £X.'SPNG 9UK INC SD ••.os 1 (:i° ro aF R[1fD I , _I /? O Q 6 4.O% -..kE'_',.IRM 1 r 1 —125.:3 amLraa', 1 , m DElI � (PROPOSE xl2a sa (PROPOSED PA NT • —�� 1 'yJ P,AIIS ARE Y.,2S.00l ' c -!-3s'u4REF R 'DRYWELL - IDRYWELL No. 6 „Or1 rRACT0 1 + ,n., 27.0 s4rlr4Rr 1TF:•29.00 PONG 1�J n^r 1 i ^RIG!ED PR,OR TC _ 10 F I co. _ i3 iD �' - INS 26 2 IINV:126.25 P.O t] I CIadCT •DALE- d r- 8' r l I ffs- - .MA-EP.A.. 1 1 I - .%'u4FEf .I-_ •�i =F l i/ E.v L 30.49 210.09' ..c STUMPS /!e•pfgl '� �� � S7 AM 1 1I `—mot arsnvc k,'68:J0"JI'W fxl3r..R I firSwfG Lu51---M--- I n _ - • <. - - s]'6----- ie wwlE IrDI \ k{f`nRc 1�- •,•___,- ,4 yo1T as c,,loos•�_fd SY.M. �p .lrvrYl ` _ �. f'L3vRnvv•ar __ -" -20'R _dr -� EtfclRK - -- Lars PT F4,e-rLWf — _. mRRm.ltK400N t mRnox.IDD4noN mono.IcunoN \\ \ \3\, fi-•54nrrmr fF Su.R. fi-•Y,wiN,nr ^ fi'•54NII4Rr \♦ IsDEr4Ix,C eE rf.Ilxao L.TERN IN1EI1•l LJnEupvFO•mE• \ '...1ERK nvV.rrl A ,o'!DEER 1y DEER IK ENIR-wo5ED I ANCC Gvr3_q:N+9IC IC+t DeIK .333 'U 1Q IN-HOUSE DEVELOPMENT REVIEW MEETING 12/3/96 Staff Present: Shaw, Ritter, Lipe, Gantick, Stead, Folger, Iazzetta, Hedenberg, Banach 1. Appl. #96-75P, Dunkin Donuts, 1000/1006 Sullivan Ave. • Strong staff concern expressed re: entrance drive on Sullivan Avenue. Agreement by Ritter, Gantick, Stead, Iazzetta, Banach that, this site should enter via the Colony Shops Plaza entrance at the traffic light. The owner of Colony Shops has indicated his desire for a connection to the new Dunkin Donuts site. Staff agree that this site is a critical site for the access management program. • Traffic flow and safety concerns include the horizontal and vertical curve east/south of this site on Sullivan Avenue; the limited sight distance available; the difficulty of vehicle control in winter(i.e., stopping/starting at base of hill at Dunkin Donuts driveway) • It was agreed that: • Banach and Hedenberg would meet with Dunkin Donuts to discuss site interconnection prior to PZC meeting on Dec. 10; • Iazzetta would contact ConnDOT to coordinate with State personnel recommendations for site interconnection • Banach would request review and feedback regarding this site from Wilbur Smith Associates, the Town's access management consultant • Drainage: the future drainage system in Sullivan Ave is designed to handle flows from existing development only. DOT will require on-site detention for all new sites that connect into the new drainage system. • Profile of underground structures needed to determine if there are any conflicts. • Grease separator needed on restaurant side (Town has standard detail) • Detail needed for cleanouts for building sewers • Underground fuel tank to be removed: coordinate with Fire Marshal MEMORANDUM December 4, 1996 TO: Marcia A. Banach, Director of Pla ing FROM: Jerry C. Iazzetta, Town Engineer RE: DUNKIN DONUTS SITE PLAN -- 96-75P We have reviewed the drawings dated October 31, 1996, the preliminary traffic report dated October 24, 1996 and the Hydrologic Study dated October 31, 1996 and have the following comments : Preliminary Traffic Report 1 . The report indicates that after the reconstruction of Sullivan Avenue at Ayers and Graham that the sight distance to the east will be increased to "in excess of 565 feet . " Since the new design speed of Sullivan Avenue in this area will be 50 MPH and the minimum sight distance is 565 feet and the desirable is 900 feet, we ask that the actual sight distance be determined. Hydrologic Study 1 . The soil permeability is shown as "assumed. " A test should be performed in the areas where the dry wells are proposed and the actual permeability used to design the dry wells . 2 . Dry well storage area Calculations (Pg. 37) . The calculation for the stone should show 8 . 0 feet not 7 . 33 feet since stone will be around exterior of the drywell . 3 . Storm sewer design indicates that the pipe from CB6 to CB5 is undersized. Drawings 1 . It is recommended that access to this site be via N/F Ronald Martin parking lot rather than from Sullivan Avenue. In the event that access to Sullivan Ave. is approved, it is recommended that right and left turn lanes be provided on Sullivan Ave. to provide safer access to the site. 2 . The existing sanitary lateral connection to the "existing building to be removed" should be shown with note "to be disconnected. " 3 . Sanitary laterals to proposed building: a) Inverts at building and at connections to existing sanitary lines should be shown. b) A grease removal system is required for lateral from restaurant area. c) A possible conflict exists where the lateral from restaurant crosses the pipe between drywells 5 and 6 . d) A manhole should be placed within the State ROW on the laterals. p Memorandum To: Marcia Banach, Director of Planning Re: Dunkin Donuts -- 96-75P December 4, 1996 Page 2 . 4 . The existing well should be properly capped prior to construction. This should be noted on drawings and as part of construction sequence. 5 . Inverts needed for roof leader pipe. 6 . Proposed driveway curbing meets existing driveway of N/F Petraitis. This may cause confusion and vehicles pulling into N/F Petraitis. This should be revised if access to Sullivan Avenue is approved. 7 . An easement needs to be granted to N/F Petraitis for travelling over this property as the existing driveway is partially on this property. 8 . The proposed drainage system is designed for a future connection to the storm drainage system in Sullivan Avenue when that system is upgraded with the Graham/Ayers/Sullivan Avenue reconstruction project . However, the design team has informed us that the new storm system in Sullivan is based upon existing runoff conditions. Any future development must detain stormwater such that there is a zero increase in runoff. The proposed on site system will need to be revised to provide this detention. 9 . The pipe for future connection to the storm system in Sullivan Avenue should be brought to the street line . 10 . Catch basins should all have hoods and CB5 should be a sedimentation basin. 11 . Detail for catch basin should show 6" of rock under the basin. 12 . Details required for trenches, handicap ramps, hooded basins and sedimentation basin. JCI :bmr /russo/ENGINEERING/96-75P DESIGN PROFESSIONALS, INC. engineers planners surveyors December 9, 1996 To: Marcia Banach, Director of Planning From: •Robert J. Arsenault, P.E., Principal Re: Dunkin Donuts Site Plan 1000 Sullivan Avenue South Windsor, Connecticut DPI Project No. 96-925 In response to Jerry Iazetta's memorandum of December 4, we offer the following response: Preliminary Traffic Report 1. The project's traffic engineer, James W. Ford, P.E., has indicated existing sight line is 541 feet to the east and over 1,200 feet to the west, or in excess of the 455 feet required by ConnDOT for 41.50 mph observed vehicular speeds (85th percentile/45 MPH design speed). If the Ayers Road/ Sullivan Avenue intersection is reconstructed; Mr. Ford indicates a sight line in excess of the minimum for a 50 mph design speed, or over 565 feet. The state's design will accommodate a safe sight distance for our proposed driveway. If additional clarification is desired, Mr. Ford will be in attendance at the December 1 Oth PZC meeting. Hydrologic Study 1. We performed deep hole soils testing at the subject site, and found sand and gravel soils (see logs on sheet 3 of 4). This property is contiguous to a former sand and gravel operation, which was known for its well drained material. If you would like, we could arrange for a permeability test. Our expectation, based on our field observation, is for very favorable soil conditions. We would anticipate only minor revisions to the drywell design as a result of this test. 2. We will agree to change our calculations, as requested by the Town Engineer. 3. We will be eliminating this pipe in its entirety, as it only served a future connection with the state's drainage system. Drawings 1. We have performed an evaluation of interconnecting our site with the property to the 165 South Satellite Road South Windsor, CT 06074 Tel 860 291-8755 Fax 860 291-8757 west, known as the Colony Shops Shopping Center(N/F Ronald Martin). The existing elevation in front of the tattoo parlor is approximately 120, and the existing elevation at the southeast corner of their parking lot is approximately 118. We have looked at three different scenarios . The first was an interconnection behind the tattoo parlor, and we found that location to have the worst possible grade problems. The second location was to extend the drive in front of the tattoo parlor to our proposed drive, resulting in an unacceptable driveway grade of 33.3 % (from 119.3 to 129.3 over 30 lineal feet). The third location was to interconnect at our southwest corner, resulting in a loss of 2 parking spaces on our site and 4 parking spaces on the abutter's site, and an unacceptable driveway grade of 14.7% (from 118.2 to 128.9 over a distance of 73 feet on a curve with a centerline radius of 32 feet). This location might result in an unacceptable horizontal geometry for trucks traversing the abutter's parking lot, possibly resulting in a substantial loss of available parking in front of the three stores and two restaurants. Relative to the third scenario, we have determined that we would need to lower our entire site by an additional 7.0 feet in order to achieve an acceptable 5% grade (i.e., equal to our Sullivan Avenue entrance drive) at a southwest corner driveway interconnection with the Colony Shops. We are already lowering our site by 8 feet in the northeast corner in order to make the design work. This would result in an excavation of up to 15 feet, requiring 6'to 8' (exposure) retaining walls along the northerly and easterly property lines, at great expense to our client (for excavation work and construction of the retaining walls). Not to mention the impact on the abutting Petraitis property to the east including: 1). significant elevation difference between our site and the Petraitis site (11±feet with retaining wall - our present design does not require a retaining wall); 2). removing any possibility of interconnecting our site drive with a drive serving the Petraitis property. It has been our intention from the onset to try to provide for a Sullivan Avenue access drive which might also serve the Petraitis property, in furtherance of access management. Our traffic engineer informs us that the two properties easterly of our site are even more critical than our site for access management, inasmuch as they are closer to the Ayers Road intersection and a Sullivan Avenue curve, while our site is well-spaced between the two signalized intersections (one existing at Geissler's/Colony Shops, and the other proposed at Ayers Road). Regarding Mr. Iazetta's recommendation for right and left turn lanes, we understand Mr. Ford will be recommending a left turn lane on Sullivan Avenue, and that a right turn lane is unwarranted. 2. We agree to add the suggested note. 3. a. We agree to add this information to the plans. b. We agree to add a grease trap external to the building. C. No conflict existed, however, the lateral is being relocated to tie into the sanitary line on the west side of our site. d. Same response as above, therefore no additional manhole is proposed. 165 South Satellite Road South Windsor, CT 06074 Tel 860 291-8755 Fay 860 291-8757 4. We agree to add the suggested note and will modify the construction sequence. 5. We agree to provide this information. 6. We don't believe the motoring public will confuse the abutter's narrow driveway with our wide entrance drive. To move our drive to the west would only steepen our entrance drive. 7. If the Petraitis family has used this driveway for decades, as we have been told, then they likely have prescriptive rights, which is virtually the same as an easement. We trust an alternative means of serving this site will be generated when this non-conforming use is developed for a commercial use (either relocated drive or shared driveway with an abutter). We see little or no purpose in granting an easement at this time. 8. We are aware that the state's existing and proposed drainage systems may not take increased flows from adjoining sites, and have therefore designed a recharge system with no discharge to the state's system. If allowable, we would like to consider an emergency overflow connection, with no increase in flow to the state's system (through recharge). 9. If we construct an overflow line for our drywell system, this line would be brought to the street line and capped. 10. The Inland Wetlands Agency unanimously approved this site plan with the requirement for hoods at catch basins# 1 and # 6, and with a note requiring a sedimentation structure adjacent to catch basin#5 if we ever connect our storm drainage to the state's system. At present, there is no state system in which to connect (closest state drainage system is 150 feet west of our site's southwest corner). 11. We agree to this modification. 12, We agree to provide this information. 165 South Satellite Road South Windsor, CT 07 T61' 6V 291`_'751 V i ='W`29'1'-975 y uL,. o t��•-40r1 i V4.LL.Z: A—, WW1 I PI • WILBUR SMITH ASSOCIATES � �', ENGINEERS • ECONOMISTS• PLANNERS 135 COLLEGE STREF• P.O.BOX 9412.NEW HAVEN,CT 06534-0412.(203) B65.2191 :FAX(203)624.04a4 December 9, 1996 41) /6 - Ms. Marcia Banach Director ofPlanning Town of South Windsor 1540 Sullivan Avenue South Windsor, Connecticut 06074 Dear Ms. Banach: We have reviewed the material provided in conjunction with the proposed development of a Dunkin' Donuts on Sullivan Avenue in South Windsor, You requested that we review the proposed curb cuts in the context of the Access Management Plan currently under development for the Town of South Windsor and the Connecticut Department of Transportation(ConnDOT). Along this portion of Sullivan Avenue, roadway access for the Sullivan Avenue Plaza and the shopping center on the north side of the road has been focused at a signalized intersection between the two properties. Following this pattern of access,we recommend that roadway access to the three properties to the east(the proposed Dunkin' Donuts site)be provided via cross property easements, and that the direct curb cuts to these properties be closed. This would have the effect of centralizing the left turning locations at a single point where turn lanes are provided. Currently, in this area, four driveways - separated by approximately 125', 70', and 140' - serve commercial properties. These driveways are too closely spaced for commercial uses given the travel speeds on Sullivan Avenue. In addition, this segment experiences a significant number of accidents associated with turning movements. Finally, the reconstruction and signalization of the Graham- Ayers intersection, the signal at Sullivan Plaza, and the geometrics of the segment contribute to the hazard of a high volume direct access. We continue to recommend that the strategy of cross property easement be used to serve this property. It may be necessary for the Town to support the developer in this effort, as a means to facilitate the cooperation of the adjoining property owner. If you require any further information, please let me know. Sincere 'W S TES e t Pr 'dent AC.^,RA, GHANA - ALBANY.NY • ANAHEIM,CA -ATLANTA,CA - IkMMORE.MD •BANGKOK THAILAND • CARACAS,VENEZUELA-CHARLESTON,SC COLUMBIA. SC • COLUMBUS, OH • DES MOINES. IA - FALLS CHURCH, VA • HONG KONG - HOUSTON, TX - KUWAIT - KNOXVILLE, TN LEXINGTON, KY • LONDON, ENGLAND - MILWAUKEE, WI • NEW HAVEN, CT - ORLANDO. FL - PITTSBURGH, PA. • RALEIGH, NC RICHMOND,VA• ROSELLE,IL -SAN FRANCISCO,CA•SAN JOSE,CA -TALLAHASSEE.FL -TAMPA.FL-TORONTO,CANADA • WASHINGTON,DC IMPLOYEI.OWNED COMPANY 1t:5 ::eW DESIGN PROFESSIONALS INC 860 291 8757 P. 02 DESIGN PROFESSIONALS, INC. engineers planners surveyors December 9, 1996 To: Marcia Banach, Director of Planning From: Robert J. Arsenault, P.E.,Principal. Re: Dunkin Donuts Site Plan 1000 Sullivan Avenue South Windsor, Connecticut DPI Project No. 96-925 In response to Jerry Iazetta's memorandum of December 4, we offer the following response: preliminary Traffic Report 1. The project's traffic engineer, Jaynes W. Ford, P.E., has indicated existing sight line is 541 feet to the east and over 1,200 feet to the west, or in excess of the 455 feet required by ConnDOT for 41.50 mph observed vehicular speeds(85th percentile/45 MP'H design speed). If the Ayers Road/Sullivan Avenue intersection is reconstructed;Mr. Ford indicates a sight line in excess of the minimum for a 50 mph design speed, or over 565 feet. The state's do5lga will a000mmodate a safe sight distwice for our proposed d6veway. If additional clarification is desired, Mr. Ford will be in attendance at the December 10th PZC meeting. Hydrologic Study 1. We performed deep hole soils testing at the subject site, and found sand and gravel soils (see logs on sheet 3 of 4). This property is contiguous to a former sand and gravel operation, which was known for its well drained material. If you would life, wo could arrange for a permeability test, Our expectation, based on our field observation, is for eery favorable soil conditions. We would anticipate only Minor revisions to the drywell design as a result of this test. 2. We will agree to change our calculations, as requested by the Town Engineer. 3. We will be eliminating this pipe in its entirety, as it only served a fiiture connection with the state's drainage system. Pax, 1. We have performed an evaluation of interconnecting our site with the property to the 165 South Satellite Road South Windsor, CT 06074 Tel 860 291-8755 Fax. 860 291-8757 i,e�. iei-moo i ue izs fk7 LtS1L.,f4 VKOFa55IOVALS INC 860 291 8757 P. 03 r west, known as the Colony Sloops Shopping Center(N/F Ronald Martin). The existing elevation in front of the tattoo parlor is approximately 120, and the existing elevation, at the southeast corner of their parking lot is approximately 118. We have looked at three different scenarios . The first was an interconnection behind the tattoo parlor, and we found that location to have the worst possible grade problems. The second location was to extend the drive in front of the tattoo parlor to our proposed drive, resulting in an unacceptable driveway grade o£33.3 % (from 119.3 to 1293 over 30 lineal feet). The third location was to interconnect at our southwest corner, resulting in a loss of 2 parking spaces on our site and 4 parking spaces on the abutter's site, and an unacceptable driveway grade of 14.7°l0 (from 118.2 to 128.9 over a distance of 73 feet on a curve with a centerline radius of 32 feet). Tbis location might result in an unacceptable horizontal geometry for trucks traversing the abutter's parking lot, possibly resulting in a substantial loss of available parking in front of the three stores and two restaurants. Relative to the third scenario, we have determined that we would need to lower our entire site by an additional 7.0 fect in order to achieve an a.cccptablc 501v grade(i.e., equal to our Sullivan Avenue entrance drive) at a southwest corner driveway interconnection with the Colony Shops. We are already lowering our site by 8 feet in the northeast corner in order to mare the design work. This would result in an excavation of up to 15 f1 et, rewiring 6' to a' (exposure) retaining walls along the northerly and easterly property lines, at great expense to our client(for excavation work and construction of the retaining walls). Not to mention the impact on the abutting Petraitis property to the east including; 1). significant elevation difference between our site and the Petraitis site(11±feet with retaining wall -our present design does not require a retaining wall); 2). removing any possibility of interconnecting our site drive with a drive serving the Petraitis property. It has been our intention front the onset to try to Providc for a Sullivan A.veaue across drive which might also serve the Petraltis.property, in furtherance of access management. Our tragic engineer informs us that the two properties easterly of our site are even more critical than our site for access management, inasmuch as they are closer to the Ayers Road intersection and a Sullivan Avenue curve, while our site is well-spaced between the two signalized intersections (one existing at Geissleesl Colony Shops, and the other proposed at Ayers Road). Regarding Mr. Iazetta's recommendation for right and left turn lanes, we understand Mr. Ford will be recommending a loft turn lane on Sullivan Avenue, and that a right turn lane is unwarranted. 2. We agree to add the suggested note. 3. a. We agree to add this information to the plans. b. We agree to add a grease trap external to the building c. No conflict existed, however, the lateral is being relocated to tie into the sanitary line on the west side of our site. d. Same response as above, therefore no additional manhole is proposed. 165 South Satellite Road South Windsor, CT 06074 Tel 860 291-8755 Fax 860 291-8757 DEC-10-96 TUE 18 :21 DESIGN PROFESSIONALS INC 860 291 8757 P. 04 r 4, We agree to add the suggested note and will modify the construction sequence, 5. We,agree,to provide this information. 6, We don't believe the motoring public will confuse the abutter's narrow driveway with our wide entrance drive, To move our drive to the west would only steepen our entrance drive. 7_ If the Petraitis family has used this driveway for decades, as we have been told, then they likely have prescriptive rights, which is virtually the same as an easement, We trust an alternative .means of serving this site will be generated when this non-conforming use is developed for a commercial use(either relocated drive ui shttiod driveway with an abutter). We sec littlo or no purpose in granting an easement at this time. 8. We are aware that the state's existing and proposed drainage systems may not take increased flows from adjoining sites, and have therefore designed a recharge system with no discharge to the state's system, If allowable, we would like to consider an emergency overflew connection, with no increase in flow to the state's system(through recharge)_ 9. If we construct an overflow line for our drywell system, this line would be brought to the street line and capped, 10, The Inland Wetlands Agency unanimously approved this site plan with the requirement for hoods at catch basins# I and #6, and with a note requiring a sedimentation structure adjacent to catch basin#5 if we ever connect our storm drainage to the state's system. At present, there is no state system in which to connect(closest state drainage system is 150 feet west of our site's southwest corner). 11, We agree to this modification. 12. We agree to provide this infomation, 165 South Satellite Road South Windsor, CT 06074 Tel 860 291-8755 Fax 860 291-8757 Na 10 NN Sf4 m 1540 SULLIVAN AVENUE SOUTH WINDSOR, CONN. 06074 l�oSOR.CoN� AREA CODE 860/644-2511 December 10, 1996 Antonio M Pacheco CERTIFIED MAIL Pacheco Masonry 307 Bonney Street New Bedford, MA 02744 Dear Mr. Pacheco: Re: Appl #96-75P, Dunkin' Donuts At the December 4, 1996 regular meeting, the Inland Wetlands Agency/Conservation Commission approved application#96-75P, Conservation Plan approval for the construction of a "Dunkin Donuts" facility with associated drainage on property located at 1000 Sullivan Avenue, GC zone (Assessor's map #100, parcel 29 & 30 as shown on plans prepared by Design Professionals, Inc., Job No. 96-925 and dated October 31, 1996. This approval is subject to the following conditions: 1. One blueprint copy of the entire set of plans and this letter reproduced thereon, must be submitted to this Commission. This must be completed within 65 days of approval prior to any construction activity on the site. 2. Construction activities shall be subject to the approval of the Town Engineer. 3. The application shall indemnify and hold harmless the Town of South Windsor against any liability which might result from the proposed operation or use. 4. The permit is valid for five years and shall expire on December 4, 2001. It has been IWA/CC's policy to notify landowner(s)/applicant(s) of expiring wetland permits. However, it is the landowner(s)/applicant(s) responsibility to track expiration dates and notify the Commission of a renewal request at least 65 days prior to expiration. 5. All approvals required must be obtained and submitted prior to any activity on the site. 6. A contact person shall be identified on the plans. 7. We recommend a bond in the amount of$2,000 to be submitted to the Planning and Zoning Commission to ensure compliance with the Erosion and sedimentation Control Measures. 8. The final plans shall indicate a maintenance schedule of the drywells located on the property. Very truly yours, INLAND WETLANDS AGENCY/ CON ERVATION COMMISSION Z AiF- Susan Smith, Vice Chairman SS/pmm cc: Chief Building Official Planning & Zoning Commission Town Engineer Design Professionals, Inc. ucVa "o u! io rnhLUIN r11Lt.LKAL 19002 Q5g6ff42 MEMpR1� NrltlrM IV: !Members, South Windsor Planning & Zoning Commission k'RIUM*- Darry D. Guliano, Town Attorney RE: Denial of Direct Access to Site DATE: January 13, 1997 It is my understanding that Dunkin, Donuts has filed a site plan with, the planning. & Zoning Commission regarding the construction and operation of s donut shop an Sullivan Avenue, The site plan calls for a curb cut on Sullivan Avenue allowing driveway access to the site from Sullivan Avenue. Some have suggested that it would be preferable that there be no direct access from Sullivan Avenue, but rather that the applicant use an existing access over abutting parcels for traffic and safety concerns , OL1y.STTON PRE �' TED: Does the Planning and Zoning Commission have the right to deny the site Plan, therefor denying the aiplicant direct acce=a to the s.iLu from Sullivan Avenue, and require that the applicant attempt to secure reasonable access from the existing curb cut on the abutting property? Section 8-3(g) provides that zoning rcgulntions may require that a site plan be filed with the Planning & Zoning Commission, °°tea aid in determining the conformity of a proposed building, use uL structure with spr-cific provisions of such ragulation5 . " Thal, section further ,provides that "a site Plan may be modified or .d_e.iiietl only if it fails 1-0 comply with the requir mcnts already set forLh iri the zoning or inland wetlands regulations . " (cmphaais added) . Lycua 041 01[1 PHELON FITZGERAL 12003 The first issue to be considered, therefore, is whether there is a zoning regulation in place which would allow the Commission to deny direct access to the site. The only regulation dealing specifically with driveways and curb cuts appears at Section 13 . 7 which provides: All oft-street automobile ,parking facilities shall. be designed with appropriate means of vehicular access to a street or alley as we11 as manpuvpr;ng areas . The planning & Zoning commission shall determine the appMpriate curb out when thy± P1 an of Development is submitted and detail plans of driveway and curb cuts shall hP quh1nii6.tAr3 to the Town Manager or State Highway Department, as appro- priate, for app.rOval fnr all ci.i.rh cuts or driveway opening before a Permit may be obtained. While it could be argued that this regulation allows the Commision to "determine the appropriate curb cut" or driveway opening, such a use of the regulaiion in the present case probably renders it unenforceably vague. The regulation in question deals specifically with "Off-street parking and loading" and not access management, which is arguably the real purpose in denying direct access. Where the Commission has sought to create regulations regarding access management, it has done so in a much more direct and detailed fashion. , , e.a. §5.8. 5 .d. 1. (a) Access Man agement_.Fgr Buckland Rosd Gatew.av Development Zone and C5 .9 , S.A. 1 .a for I 1 corridor Do,�.�1C��r��n���n _. The application and site plan in the present case do not involve property located in either the Buekland Road Gateway Development Zone or the I-291 corridor Development Zone. Rather the property is in a 2 - 01/13/97 16.53 W203 643 5773 PHELON FITZGERAL [ 1004 General Commercial zone. There is no similar regulation pertaining to access management in the Commission's regulatiOna pArtalning to General Commercial. zones . The Connecticut Supreme Court leas held that local Planning & Zoning Commissions may pass re�g11l.ations dealing with issues "such, as the plae Pmpnt of e?nt-r,ancos and exits in order to disturb arterial traffin minimally and provisions to minimize the impact; of traffic on nearby romi.di-nt-iml areas. " ]Friedman v. P;anninq & Zoning QDZMjrrjQn, 227 Conn . 262, 267 Such "access management regulationo" have Vonerally been upheld throughout the , country on conotitutional grounds where the municipality can show a Legitimate public interest in enacting the regulation (such as public 30fety and/or traffic control) and that the burden of the conditions imposed by the regulation have some "rough proportionality- tO the impacts caused by the af:fectod property owner. 1n short, a 10ca1 Planning T Zoning Commiocion may adopt regulations which 'Limit direct access La a majoi road where it can show public safety and traffic conceLns waz-rant such a regulation and that the burden imposed by the xegulation is proportional to the impact caused by a new c:uLb vut . However, a site plan may only be denied .where it fails L4 Comply with an PYls_ting regulation. There 1s flu uAlk5ting regulation which would allow the CunultiSsiuck to at6siy direct access in the present case. SeCtiOn 13 .7 does auL spfsoific;dlly ad.aress access management and, would probably be fut.inO to be too vague to enforce in such a manner. This argument is - :i - uiisaiar ta:as CrZU3 U43 5773 PHELON FITZGERAL 005 strengthened by the fact that the Town has specifically prodded for access management in a clear and precise manner in at least two instances. neither of which relate to the type of zone at issue in the present application. It is, therefore, my opinion that the Commi m,4inn does not presently have regulations in force by which it may deny direct access to this applicant. 4 - 655 \\'inding 13rook 1)rive, Suite 402, Gl its toitburv, Connecticut o6i33.4337 : January 14, 1997 3 ti w Antonio Pacheco Pacheco Masonry .N RLCEU 307 Bonnie St. MAR 8 New Bedford, MA 02744 1997 � WSOR W Subject: Dunkin Donuts-South Windsor pl 6 $ Dear Mr. Pacheco: We have completed the analysis of probable traffic operations at the proposed driveway for this project to be located on Sullivan Ave.between the Colony Shops and Ayers Road. To predict the impact of the construction of the Dunkin Donuts on this site we requested data Telephone concerning cash register transactions for the current Sullivan Ave location and used this data to establish an hourly usage profile for traffic to the site. Register transactions do not give actual s 6o 6'7' `'°" driveway volumes as there is no way of determining the number of passengers. Thus it was felt appropriate to use this data in conjunction with ITE Trip Generation Rates for Land Use Classification t'.t s i In i 1 e reflecting traffic flow for Fast Food Restaurant - with Drive Through. We determined the daily generation in trips based on this land use and the size of the project. The Dunkin Donuts use is 5 6 6'7.1-05 projected to be 2300 square feet. Using this size and the ITE rates it is estimated that this use alone will generate some 1454 trips per day. Examination of the ITE hourly rates for the morning and evening peak hours revealed a balanced flow in and out of the site in the peak period. To determine likely hourly generation for the site based on this specific use we determined the percentage of daily transactions which occurred in each hour of the business day and used this percentage with the ITE daily figure to develop total hourly volumes for the site. In August of 1996 we had automatic traffic recordings performed for one week at the drive location. We used these hourly background volumes with the projected use volumes to develop design hourly volumes for the site drive. A Dunkin Donut Shop will draw much of its traffic from the existing traffic on a street, however,to be conservative we assumed all project generated traffic would be new trips in the analyses. The Dunkin Donuts will, based on its transaction profile, generate the maximum trips in the morning peak hour from 8 to 9 AM. During the same time the level of traffic on Sullivan Ave is lower than in the evening peak. Please see the attached graph for the relationship of these traffic profiles. To evaluate the capacity of the intersection to handle this development we utilized the latest version of the Highway Capacity Manual and analyzed the site drive on the basis of an unsignalized intersection methodology. The drive was analyzed for both the morning and evening peak periods assuming the Dunkin Donuts was constructed as the only site use. E A R T H T E C H G'1D0('S\21506TACHFC'I LTR Examination of the volume graph will indicate that the most criticallperiod is the PM peak on a strict volume basis. The controlling traffic is the flow on Sullivan Ave. The 1996 data indicated that Sullivan Ave carries approximately 800 vehicles in this time period. In comparison Sullivan Ave. carries some 1300 vehicles during the evening peak period(5-6 PM). The results of the unsignalized analysis for the driveway are presented in the following table. Please note that the analysis was based on the restriping of Sullivan Ave. to provide a protected left turn lane for eastbound traffic entering the Dunkin Donuts site. Table I Traffic Volumes for Dunkin Donut Site Drive Period Approach Direction Left Through Right AM Sullivan Ave EB 57 315 WB 416 76 Dunkin Donuts SB 57 76 PM Sullivan Ave. EB 9 775 WB 555 9 Dunkin Donuts SB 9 9 Total Daily 1454 Trips The results of the analysis indicated the following Levels of Service would be achieved for this intersection. Table 2-Computed LOS for Dunkin Donuts Use Period Movement DIR. Flow Rate Capacity Shrd Cap. Delay 95% LOS AM SB Queue L 54 302 0 346 467 10.6 1.3 C R 72 793 EB L 89 971 4.1 0.3 A PM SB L 8 159 0 195 259 14.8 1.0 C R 8 697 EB L 13 894 4.1 0.0 A On a capacity analysis basis using the known profile for this use and ITE rates combined with current traffic volumes at the drive location it is apparent that this facility will operate at LOS "C". The site will not support significant additional development without a seduction in LOS for exiting site traffic. E A R T H ate. T E C H GVDOCSV2I SOi,P:kCI JFC I L"1'IZ Our previous report for this project indicated that sight distance for this drive will be adequate to meet applicable standards for the 85%speeds found in the area. We subsequently conducted a more detailed review of accident histories for Sullivan Ave in the vicinity of the site. This analysis revealed the following statistics. The accident history reviewed was obtained from the Connecticut Department of Transportation and covered the period from July I, 1992 to June 30, 1995. The area reviewed involved Sullivan Ave from 100 feet east of Hillside Ave (milepost 2.10)to a point 100 feet west of Graham Road(milepost 2.47). In this section of Sullivan Ave there were 24 recorded accidents in the three year period. Within the immediate vicinity of the proposed Dunkin donuts drive there were three accidents. The majority of the records indicated accidents occurring at private drives such as the Colony Shops and others to the west as well as accidents occurring at Ayers Road. The following accident types were recorded. Accident Type Number Percentage of Sample Turning at Intersection 6 25.0% Rear-end 9 38.0% Sideswipe same direct. 1 4.0% Sideswipe opposing dir 1 4.0% Fixed Object 6 25.0% Pedestrian 1 4.0% Given the volume in this area the number of accidents is not considered unexpected. The presence of non coordinated traffic signals and two lane cross-section is seen as contributing to the number of year- end and intersection accidents. The fixed object accidents occurred primarily in the area of Ayers Road and are indicative of the limited geometrics at this location. It is noted that the Connecticut Department of Transportation has a project underway to improve this intersection. Upon completion of this project the signalization in the area will be coordinated minimizing the potential for rear end accidents and geometry of the roadway upgraded to present day standards which will improve factors relating to turning and fixed object accidents. In summary we have performed detailed capacity calculations and completed an expanded review of the accident history in this area. On the basis of this effort we have determined that the proposed Dunkin Donuts can be accommodated on Sullivan Ave.and operate at an acceptable level of service. Attached you will find copies of the capacity calculations and relevant traffic data for this project. We trust this information will assist you in the planning process for this project. Very truly_yours, EA TH TECH j i / ames W. Ford, P.E. Senior Project Manager J WF/hs E A R T H `.� T E C H (i\I)U('S\2I S06TACI IF0 LTR Traffic Profile Chart Dunkin Donuts - South Windsor 2 0% - -._ _.__.-._. U H 15% � 10 /o o 0 U 5% U - , a 0% 5-6 am 9- 10 1 -2 5-6 - 9 10 pm Time of Day -- Dunkin Donuts -®- Sullivan Ave. Dunkin Donuts- , South Win dear Traffic Volumes - Business Day 1400 1200 ... .......................................................................................................................................................................... .... ... ............ ................................ Ea) 1000 .. ...................... ........ ..................... . ............. .................... ...... . . .......................... .... ............. ............................... 0 ..................................... ............................................................... Dunkin Donuts 800 ........................... ................ ....................., cc X >, 600 ... ... ...... ............................................................... ...................................................... Sullivan Ave............ ..................................................................................... 3: 400 ...... ...... .................... ................... Total 200 ................. ................................ ........................................................................ ............ .................................................................................................. 0 5-6 am 8-9 11-12 noon 2-3 5-6 8-9 Time of Day HCS: Unsignalized Intersections Release 2 . 1d PACHAMON.HCO Page 1 Earth Tech --------___ 655 Winding Brook Road Suite 402 Glastonbury, CT 06033-2083 Ph: (860) 657-1200 Streets : (N-S) Dunkin Donuts Drive (E-W) Sullivan Ave Major Street Direction. . . . EW Length of Time Analyzed. . . 60 (min) Analyst . . . . . . . . . . . . . . . . . . . J W Ford Date of Analysis . . . . . . . . . . 12/11/96 Other Information. . . . . . . . .AM Peak Hour-Dunkin Donuts only. Two-way Stop-controlled Intersection Eastbound Westbound Northbound Southbound L T R L T R L T R L T R --- ---- ---- _---N ---- ---- ---- ---- ---- No. Lanes 1 1 0 0 1 < 0 0 0 0 0 > 1 < 0 Stop/Yield N Volumes 57 315 416 76 57 0 76 PHF . 95 . 95 . 95 . 95 . 95 . 95 . 95 Grade 4 -4 -4 MC' s (o) 0 SU/RV' s (1) 2 CV' s (o) 1 PCE' s 1 .48 0 . 90 0 . 90 0 . 90 ------------------------------------ Adjustment Factors Vehicle Critical Follow-up p --------------------------------------Gap (tg) Time ( - -- Left Turn Major Road 5 . 00 2 . 10 Right Turn Minor Road 5 . 50 2 . 60 Through Traffic Minor Road 6 . 00 3 . 30 Left Turn Minor Road 6 . 50 3 .40 e HCS : Unsignalized Intersections Release 2 . 1d PACHAMON.HCO Page 2 Worksheet for TWSC Intersection ------------------------- ------------- Step 1 : RT from Minor Street NB SB ----------------------------------- Conflicting Flows : (vph) 478 Potential Capacity: (pcph) 793 Movement Capacity: (pcph) 793 Prob. of Queue-Free State : 0 . 91 ------------------------------------ Step 2 : LT from Major Street WB EB ------------------------------- Conflicting Flows : (vph) 518 Potential Capacity: (pcph) 971 Movement Capacity: (pcph) 971 Prob. of Queue-Free State: 0 . 91 --------------------------------- Step 3 : TH from Minor Street Ng SB ------------------------------------ Conflicting Flows : (vph) 870 Potential Capacity: (pcph) 381 Capacity Adjustment Factor due to Impeding Movements 0 . 91 Movement Capacity: (pcph) 346 Prob. of Queue-Free State : 1 . 00 -------------------- ------------- Step 4 : LT from Minor Street NB SB -------------------------------- Conflicting Flows : (vph) 870 Potential Capacity: (pcph) 332 Major LT, Minor TH Impedance Factor: 0 . 91 Adjusted Impedance Factor: 0 . 91 Capacity Adjustment Factor due to Impeding Movements 0 . 91 Movement Capacity: (pcph) 302 ---------------------------------------- Intersection Performance Summary Avg. 950 Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph) (sec/veh) (veh) ----- (sec/veh) ------ ------- ------- SB L 54 302 > SB T 0 346 > 467 10 . 6 1 . 3 C 10 . 6 SB R 72 793 > EB L 89 971 4 . i 0 . 3 A 0 . 6 Intersection Delay = 1 . 6 sec/veh HCS: Unsignalized Intersections Release 2 . 1d PACHECOI .HCO Page 1 Earth Tech 655 Winding Brook Road Suite 402 Glastonbury, CT 06033-2083 Ph: (860) 657-1200 Streets : (N-S)(N-S) Dunkin Donuts Drive (E-W) Sullivan Ave Major Street Direction. . . . EW Length of Time Analyzed. . . 60 (min) Analyst. . . . . . . . . . . . . . . . . . . J W Ford Date of Analysis . . . . . . . . . . 12/11/96 Other Information. . . . . . . . . PM Peak Hour-Dunkin Donuts only. Two-way Stop-controlled Intersection Eastbound Westbound Northbound Southbound L T R L T R L T R L T R - ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- o. Lanes 1 1 0 0 1 < 0 0 0 0 0 > 1 < 0 Stop/Yield N N Volumes 9 775 555 9 g 0 PHF . 95 . 95 . 95 . 95 . 9 9 Grade 4 -4 . 995 . 9 MC' s (o) 0 SU/RV' s (o) 2 CV' s (.) 1 PCE' s 1 .48 0 . 90 0 . 90 0 . 90 --------------------------------- Adjustment Factors Vehicle Maneuver Critical Follow-up --------------------------------------Gap (tg) Time- -- Left Turn Major Road 5 . 00 2 . 10 Right Turn Minor Road 5 . 50 2 . 60 Through Traffic Minor Road 6 . 00 3 . 30 Left Turn Minor Road 6 . 50 3 .40 HCS : Unsignalized Intersections Release 2 . 1d PACHECOI .HC0 Page-2 Worksheet for TWSC Intersection ------------------------------ tep 1 : RT from Minor Street NB SB ---------------------------- Conflicting Flows : (vph) 588 Potential Capacity: (pcph) 697 Movement Capacity: (pcph) 697 Prob. of Queue-Free State: 0 . 99 ------ Step 2 : LT from Major Street ---------------- Conflicting Flows : (vph) 593 Potential Capacity: (pcph) 894 Movement Capacity: (pcph) 894 Prob. of Queue-Free State: 0 . 99 Step 3 : TH from Minor Street NB-------------------------------------------------------- SB Conflicting Flows : (vph) 1414 Potential Capacity: (pcph) 198 Capacity Adjustment Factor due to Impeding Movements 0 . 99 Movement Capacity: (pcph) 195 Prob. of Queue-Free State: 1 . 00 --------------- Step 4 : LT from Minor Street NB SIB ---------------------------------------- Conflicting Flows : (vph) 1414 Potential Capacity: (pcph) 161 Major LT, Minor TH Impedance Factor: 0 . 99 Adjusted Impedance Factor: 0 . 99 Capacity Adjustment Factor due to Impeding Movements 0 . 99 Movement Capacity: (pcph) 159 ----------------------------------- Intersection Performance Summary 9 Q Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh) ------- ------- ----- --------- SB L 8 159 > SB T 0 195 > 259 14 . 8 0 . 1 C SB R 8 697 > 14 . 8 EB L 13 894 4 . 1- 0 . 0 A 0 . 0 Intersection Delay 0 . 2 sec/veh 655 Winding Brook Drive, Suite 402, Glastonbury, Connecticut o6o33-4337 January 14, 1997 Antonio Pacheco Pacheco Masonry 307 Bonnie St. New Bedford,MA 02744 Subject: Dunkin Donuts-South Windsor Dear Mr. Pacheco: We have completed the analysis of probable traffic operations at the proposed driveway for this project to be located on Sullivan Ave.between the Colony Shops and Ayers Road. To predict the impact of the construction of the Dunkin Donuts on this site we requested data Te i e p h o n e concerning cash register transactions for the current Sullivan Ave location and used this data to establish an hourly usage profile for traffic to the site. Register transactions do not give actual 86o.6 >7•1200 : driveway volumes as there is no way of determining the number of passengers. Thus it was felt appropriate to use this data in conjunction with ITE Trip Generation Rates for Land Use Classification i a`5 i" i i e reflecting traffic flow for Fast Food Restaurant - with Drive Through. We determined the daily generation in trips based on this land use and the size of the project. The Dunkin Donuts use is 86o.657. 1205 projected to be 2300 square feet. Using this size and the ITE rates it is estimated that this use alone will generate some 1454 trips per day. Examination of the ITE hourly rates for the morning and evening peak hours revealed a balanced flow in and out of the site in the peak period. To determine likely hourly generation for the site based on this specific use we determined the percentage of daily transactions which occurred in each hour of the business day and used this figure to develop total hourly volumes for the site. percentage with the ITE daily In August of 1996 we had automatic traffic recordings performed for one week at the drive location: We used these hourly background volumes with the projected use volumes to develop design hourly volumes for the site drive. A Dunkin Donut Shop will draw much of its traffic from the existing traffic on a street, however,to be conservative we assumed all project generated traffic would be new trips in the analyses. The Dunkin Donuts will, based on its transaction profile, generate the maximum trips in the morning peak hour from 8 to 9 AM. During the same time the level of traffic on Sullivan Ave is lower than in the evening peak. Please see the attached graph for the relationship of these traffic profiles. To evaluate the capacity of the intersection to handle this development we utilized the latest version of the Highway Capacity Manual and analyzed the site drive on the basis of an unsignalized intersection methodology. The drive was analyzed for both the morning and evening peak periods assuming the Dunkin Donuts was constructed as the only site use. E A R T H `� T E C H GADOCS121 S06TACFEC 1.LTR Examination of the volume graph will indicate that the most critical`°period is the PM peak on a strict volume basis. The controlling traffic is the flow on Sullivan Ave. The 1996 data indicated that Sullivan Ave carries approximately 800 vehicles in the morning peak time period (8-9 AM). In comparison Sullivan Ave.carries 1300 vehicles during the evening peak period(5-6 PM). The results of the unsignalized analysis for the driveway are presented in the following table. Please note that the analysis was based on the restriping of Sullivan Ave. to provide a protected left turn lane for eastbound traffic entering the Dunkin Donuts site. Table 1 Traffic Volumes for Dunkin Donut Site Drive Period Approach Direction Left Through Right AM Sullivan Ave EB 57 315 WB 416 76 Dunkin Donuts SB 57 76 PM Sullivan Ave. EB 9 775 WB 555 9 Dunkin Donuts SB 9 9 Total Daily 1454 Trips The results of the analysis indicated the following Levels of Service would be achieved for this intersection. Table 2-Computed LOS for Dunkin Donuts Use Period Movement DIR. Flow Rate Capacity Shrd Cap. Delay 95% LOS AM SB L 54 302 Queue 0 346 467 10.6 1.3 C R 72 793 EB L 89 971 4.1 0.3 A PM SB L 8 159 0 195 259 14.8 1.0 C R 8 697 EB L 13 894 4.1 0.0 A On a capacity-analysis basis using the known profile for this use and ITE rates combined with current traffic volumes at the drive location it is apparent that this facility will operate at LOS"C". E A R T H �., T E C H GADOM218061PACHEC I.LTR Our previous report for this project indicated that sight distance for this drive will be adequate to meet applicable standards for the 85%speeds found in the area. We subsequently conducted a more detailed review of accident histories for Sullivan Ave in the vicinity of the site. This analysis revealed the following statistics. The accident history reviewed was obtained from the Connecticut Department of Transportation and covered the period from July 1, 1992 to June 30, 1995. The area reviewed involved Sullivan Ave from 100 feet east of Hillside Ave (milepost 2.10)to a point 100 feet west of Graham Road(milepost 2.47). In this section of Sullivan Ave there were 24 recorded accidents in the three year period. Within the immediate vicinity of the proposed Dunkin donuts drive there were three accidents. The majority of the records indicated accidents occurring at private drives such as the Colony Shops and others to the west as well as accidents occurring at Ayers Road. The following accident types were recorded. Accident Type Number Percentage of Sample Turning at Intersection 6 25.0% Rear-end 9 38.0% Sideswipe same direct. 1 4.0% Sideswipe opposing dir 1 4.0% Fixed Object 6 25.0% Pedestrian 1 4.0% Given the volume in this area the number of accidents is not considered unexpected. The presence of non coordinated traffic signals and two lane cross-section is seen as contributing to the number of year- end and intersection accidents. The fixed object accidents occurred primarily in the area of Ayers Road and are indicative of the limited geometrics at this location. It is noted that the Connecticut Department of Transportation has a project underway to improve this intersection. Upon completion of this project the signalization in the area will be coordinated minimizing the potential for rear end accidents and geometry of the roadway upgraded to present day standards which will improve factors relating to turning and fixed object accidents. In summary we have performed detailed capacity calculations and completed an expanded review of the accident history in this area. On the basis of this effort we have determined that the proposed Dunkin Donuts can be accommodated on Sullivan Ave. and operate at an acceptable level of service. Attached you will find copies of the capacity calculations and relevant traffic data for this project. We trust this information will assist you in the planning process for this project. Very truly yours, E�`A TH TECH � 1 � ames W. Ford, P.E. Senior Project Manager JWF/h s E A R T H `.■ T E C H G\DOCS\21 806\PAC HEC 1.urR i Traffic Profile Chart Dunkin Donuts - South Windsor 20% --- ----- U 4-a � H 15% � Q o 0 10 /o ago U 5% � N a 0%/p 5-6 am 9- 10 1 -2 5-6 9- 10 pm Time of Da - Y Dunkin Donuts --F-- Sullivan Ave. i Dunkin Donutsm South Windsor Traffic Volumes - Business Day 1400 — 1200 ..._................... ....................... ....................................................................................................... 1000 --® .0 800 ------ ..................................... Dunkin Donuts —X— > 600 ...................................................................................................................................................... ......................... ............... ...-.....-.... Sullivan Ave. y O 400 .._. ... ... ... ..... . ......... .. .......... ... ... . ..... ....... ....... . .................................................................................................................................................... j Total I 200 ........... ...... ........ 0 5-6 am 8-9 11-12 noon 2-3 5-6 8-9 Time of Day i HCS: Unsignalized Intersections Release 2 . 1d PACHAMON.HCO Page 1 ------------------------------------------ Earth Tech 655 Winding Brook Road Suite 402 Glastonbury, CT 06033-2083 Ph: (860) 657-1200 Streets : (N-S) Dunkin Donuts Drive (E-W) Sullivan Ave Major Street Direction. . . . EW Length of Time Analyzed. . . 60 (min) Analyst . . . . . . . . . . . . . . . . . . . J W Ford Date of Analysis. . . . . . . . . . 12/11/96 Other Information. . . . . . . . .AM Peak Hour-Dunkin Donuts only. Two-way Stop-controlled Intersection Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- --- ---- ---- ---- ---- No. Lanes 1 1 0 0 1 < 0 0 0 0 0 > 1 < 0 Stop/Yield N N Volumes 57 315 416 76 57 0 76 PHF . 95 . 95 . 95 . 95 . 95 . 95 . 95 Grade 4 -4 -4 MC' s (a) 0 SU/RV' s (%) 2 CV' s (%) 1 PCE' s 1 .48 0 . 90 0 . 90 0 . 90 ----------------------------------------------------------- ----------- Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------- Left Turn Major Road 5 . 00 2 . 10 Right Turn Minor Road 5 . 50 2 . 60 Through Traffic Minor Road 6 . 00 3 . 30 Left Turn Minor Road 6 . 50 3 .40 HCS : Unsignalized Intersections Release 2 . 1d PACHAMON.HCO Page 2 Worksheet for TWSC Intersection ------------------------------------------------ Step 1 : RT from Minor Street NB SB ------------------------------------------------ Conflicting Flows : (vph) 478 Potential Capacity: (pcph) 793 Movement Capacity: (pcph) 793 Prob. of Queue-Free State : 0 . 91 ------------------------------------------------ Step 2 : LT from Major Street WB EB ------------------------------------------------ Conflicting Flows : (vph) 518 Potential Capacity: (pcph) 971 Movement Capacity: (pcph) 971 Prob. of Queue-Free State : 0 . 91 ------------------------------------------------- Step 3 : TH from Minor Street NB SB --------------------------- Conflicting Flows : (vph) 870 Potential Capacity: (pcph) 381 Capacity Adjustment Factor due to Impeding Movements 0 . 91 Movement Capacity: (pcph) 346 Prob. of Queue-Free State : 1 . 00 -------------------------------------------------- Step 4 : LT from Minor Street NB SB -------------------------------------------------- Conflicting Flows : (vph) 870 Potential Capacity: (pcph) 332 Major LT, Minor TH Impedance Factor: 0 . 91 Adjusted Impedance Factor: 0 . 91 Capacity Adjustment Factor due to Impeding Movements 0 . 91 Movement Capacity: (pcph) 302 -------------------------------------------------- Intersection Performance Summary Avg. 9501 Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh) ---- ------ ------ ------- ------- ----- --------- SB L 54 302 > SB T 0 346 > 467 10 . 6 1 . 3 C 10 . 6 SB R 72 793 > EB L 89 971 4 . - 0 . 3 A 0 . 6 Intersection Delay 1 . 6 sec/veh HCS : Unsignalized Intersections Release 2 . 1d PACHECOI.HCO Page 1 Earth Tech 655 Winding Brook Road Suite 402 Glastonbury, CT 06033-2083 Ph: (860) 657-1200 Streets : (N-S) Dunkin Donuts Drive (E-W) Sullivan Ave Major Street Direction. . . . EW Length of Time Analyzed. . . 60 (min) Analyst . . . . . . . . . . . . . . . . . . . J W Ford Date of Analysis . . . . . . . . . . 12/11/96 Other Information. . . . . . . . . PM Peak Hour-Dunkin Donuts only. Two-way Stop-controlled Intersection Eastbound Westbound Northbound Southbound L T R L T R L T R L T R --- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 0 0 1 < 0 0 0 0 0 > 1 < 0 Stop/Yield N N Volumes 9 775 555 9 9 0 9 PHF . 95 . 95 . 95 . 95 . 95 . 95 . 95 Grade 4 -4 -4 MC' s (o) 0 SU/RV' s (o) 2 CV' s (0 1 PCE' s 1 .48 0 . 90 0 . 90 0 . 90 ----------------------------------------------------- Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ---------------------------------------------------------- Left Turn Major Road 5 . 00 2 . 10 Right Turn Minor Road 5 . 50 2 . 60 Through Traffic Minor Road 6 . 00 3 . 30 Left Turn Minor Road 6 . 50 3 .40 HCS : Unsignalized Intersections Release 2 . 1d PACHECOI .HCO Page 2 Worksheet for TWSC Intersection ------------------------ ------ Step 1 : RT from Minor Street NB -------------------------------------------------------- SB Conflicting Flows : (vph) 588 Potential Capacity: (pcph) 697 Movement Capacity: (pcph) 697 Prob. of Queue-Free State: 0 . 99 -------------------------------------- Step 2 : LT from Major Street WB EB ---------------------------------- Conflicting Flows : (vph) 593 Potential Capacity: (pcph) 894 Movement Capacity: (pcph) 894 Prob. of Queue-Free State : 0 . 99 Step 3 : TH from Minor Street ND SB ---------------------------------- Conflicting Flows : (vph) 1414 Potential Capacity: (pcph) 198 Capacity Adjustment Factor due to Impeding Movements 0 . 99 Movement Capacity: (pcph) 195 Prob. of Queue-Free State : 1 . 00 Step 4 : LT from Minor Street NB-------------------------------------------------------- SB Conflicting Flows : (vph) 1414 Potential Capacity: (pcph) 161 Major LT, Minor TH Impedance Factor: 0 . 99 Adjusted Impedance Factor: 0 . 99 Capacity Adjustment Factor due to Impeding Movements 0 . 99 Movement Capacity: (pcph) 159 ---------------------------------- Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph) (sec/veh) (veh) ----- (sec/veh) ------ ------- ------- --------- SB L 8 159 > SB T 0 195 > 259 14 . 8 0 . 1 C 14 . 8 SB R 8 697 > EB L 13 894 4 . 1.- 0 . 0 A 0 . 0 Intersection Delay 0 . 2 sec/veh r SOWN Sf4 c ' ale � v 1540 SULLIVAN AVENUE SOUTH WINDSOR, CONN. 06074 SOR•COrr AREA CODE 860/644-2511 January 16, 1997 Antonio M Pacheco CERTIFIED MAIL Pacheco Masonry 307 Bonney Street New Bedford, MA 02744 Dear Mr. Pacheco: Re: Appl 96-75P, Dunkin Donuts Facility/1000 Sullivan Avenue We are pleased to advise you that the Planning & Zoning Commission voted on January 14, 1997 to approve with modifications the above-referenced application for a Site Plan of Development on property located at 1000 - 1006 Sullivan Avenue, GC zone, as shown on plans prepared by Design Professionals, Inc., Job. No: 96-925 and dated October 31, 1996. This approval is subject to the following modifications: 1. Prior to commencement of any site work, a meeting must be held with Town Staff. 2. No building permit will be issued until the final mylars have been filed in the Town Clerk's Office. 3. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission, including a bond in the amount of$2,000. 4. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 4.13.10 of the Zoning Regulations. 5. Footing drains are required if the building has a basement. 6. A landscape bond in the amount of$1,000 is required and must be submitted prior to filing of mylars. 7. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 8. A waiver for 22 parking spaces is hereby granted. 9. As requested by the IWA/CC, the dry wells must be cleaned and maintained twice a year. 10. Architectural Design & Review Committee's comments must be addressed. 11. Engineering comments in the memorandum to the Director of Planning, dated December 4, 1996, must be addressed to the Town Engineer's satisfaction. Black and white transparent mylars of Sheet 3 with the above modifications, together with three blueprint copies of the entire set of plans must be submitted to this Commission within 30 days to be stamped and signed. The letters of approval of this Commission must be reproduced on the mylars. 1 After the mylars have been signed by the Commission, they will be returned to you for filing-in the, Office of the Town Clerk within 90 days. After filing these plans, a copy of the receipt must be submitted to the Planning Department., Very truly yours, PL NING & ZONING COMMISSION R ssell G. Levack, Chairman RGL/pmm cc: Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal Design Professionals, Inc. Attorney Len Jacobs BAN /5 997 LEGAL NOTICE TO BE PUBLISHED IN THE JOURNAL INQUIRER SATURDAY, JANUARY 18, 1997 SOUTH WINDSOR - PLANNING & ZONING COMMISSION At its January 14, 1997 Special Meeting, the Commission voted to take the following actions: 1. Approve with modifications appl #96-75P, Antonio M Pacheco/Dunkin Donuts - Site Plan of Development to conatruct a 2,300' building on property located at 1000 & 1006 Sullivan Avenue, GC zone 2. Approve calling/settings/reductions of certain bonds Russell G Levack, Chairman 655 Winding Brook Drive, Suite 402, Glastonbury, Connecticut o6033-4337 March 13, 1997 r Mr. Jere G.Adametz TZECEIVED Connecticut Department of Transportation 1107 Cromwell Avenue MAR R�9y� Rocky Hill, CT 06067 Subject: Proposed Dunkin Donuts SOUTH WINDSOR PLANNIM DEPTH, 1000-1006 Sullivan Avenue South Windsor,CT Dear Mr.Adametz: Enclosed please find three sets of plans for the construction of a Dunkin Donuts on Sullivan Avenue (Route 194) in South Windsor, CT. Also enclosed is an application form for a Telephone permit to install this driveway. 86o.657.1200j The Site Engineer has been working with the DOT Design Section regarding the proposed State project for this section of Sullivan Avenue. Tie into the State drainage system will be Facsimile done during the construction of the State project. 86o.657.1205 Insurance Forms and Security Bonds will be submitted prior to completion of the State review. The Town of South Windsor has approved this project. As we have previously discussed this project with Mr. Robert Tworkowski of the Traffic Division in Newtington,we are providing him with a courtesy copy of the plans. Please contact our office should you require additional information. Very truly yours, EARTH TECH James W. Ford,P.E. Senior Project Manager JWF:man Enclosure cc: R. Tworkowski,P.E. M. Banach-Town of South Windsor T. Pacheco E A R T H T E C H G:\DOCS\21806\DUNKIN.Uf R Date: PMT-1 Rev.5/91 State of Connecticut Application form must be Department of Transportation filled in completely and Fee: (for DOT use) APPLICATION FOR PERMIT mailed or delivered to the Printed on Recycled or Recovered Paper Bureau of Highways District Office. LOCATION OF PROPOSED WORK: (a) Town-South Windsor (b) Route: 194 (c) Street Name&No. 1000-1006 Sullivan Avenue s (d) (Circle One)(N S. E. W. side of Highway. (e) Located Between Utility Poles No. S R/G i l 5 &No. (f) Distance and direction from nearest intersecting road. 600 feet Miles(N. S. E. Qof Avers Road (St/Rd) Application is hereby made to:(Describe fully&include sketch or attach plans) Construct driveway install pavement markings and signs, curbing, sidewalk, pavement, and incidental construction in connection with a plan for construction of a Dunkin Donuts as shown on plans attached hereto as follows: 1. Pavement Markings and Signs—Earth Tech 2. Proposed Dunkin Donuts — South Windsor by Design Professionals, Inc. South Windsor 3. Drainage calculations for future tie—in to State system Surety and insurance to be submitted prior to issuance of permit. PERMIT FEE can be paid only by check or money order payable to Treasurer-State of Conn. Name of Surety Company&amount of Bond Permit to be issued to: Party to whom Bond is issued: Name Tony Pacheco L Print Name /��U/�/C�r �G� r� & Signed Phone Address 20 Country Club Road Party to whom Insurance is issued: Town North Dartmouth, MA ZIP Print Name The owner of the property for whom this work is being performed agrees to accept all future maintenance responsibility for the work Signed Phone specified in the permit. Approximate Time Required Desired Starting Date Print Owner's Name Tony Pacheco Address 20 Country Club Road, North Dartmouth, MA Complete Plans and Specifications must be submitted for major > 0 encroachment permits.On other work a careful sketch shall be shown Signed x l�T d "`c'`k ('O Phone_/3V8 9'9�?44 in space above or on back side of application. 04/24/97 TBU 11:32 FAX 508 371 2468 EARTH TECH 4 002 STATE OF CONNECTICUT `.0"Ecr,C4r DEPARTMENT OF TRANSPORTATION g DISTRICT I ` 1107 Cromwell Avenue ;R'• of r*r Rocky Hill, Connecticut 06067 Phone: w.1 _1E CC IE� V April 17, 1997 E 'L__ �/ APR 2 21997 Mr. James W. Ford, P.E. --- ----------- Senior Project Manager Earth Tech 655 Winding Brook Drive Glastonbury, Connecticut 06033-4337 Dear Mr. Ford: Subject: Dunkin Donuts 100.0-1006 Sullivan Ave.. (Rte. 194) Town of South Windsor The following comments are being provided subsequent to our 4 review of the plans submitted for the proposed Dunkin Donuts on Route 194 in South Windsor: 1 . The driveway must be 30 feet in width with 30-foot radii. A stop sign, stop bar and center line must be installed on the drive. The stop sign must be installed adjacent to the stop bar, 4 feet prior to the sidewalk. Dual egress must not be indicated on the drive. 2. An exclusive eastbound left-turn lane is not required for the anticipated volumes at the site drive. The existing half-section width in the eastbound Sullivan Avenue is adequate for bypass. A separate pavement marking plan for Route 194 is not required. 3. State Project No. 132-123 is expected to reconstruct Route 194 (Sullivan Avenue) at Ayers Road. The project limits will extend westerly across the developer's frontage. The Dunkin Donuts' drive will be reconstructed at that time. Based on present scheduling, final design plans are anticipated in October of 1997. 4. The drainage improvements as delineated on the plan require a "Drainage Connection Concurrence" and will be a requirement of the permit. 5. In order to continue our review, three sets of revised plans must be submitted to this office. Should you have any questions, Mr. Jere G. Adametz, District Service Agent, is available to discuss them with you. He can be reached at (860) 258-4542. Very truly yours, Vincent J. Urban, Jr. Special Services Section Manager Bureau of Engineering and Highway Operations An Equal Opportunity Employer 0 rrmud an recycled at reooweed paper JACOBS, WALKER, RICE &BASCHE, P.C. ATTORNEYS AT LAW 146 MAIN STREET MANCHESTER, CONNECTICUT 06040 RONALD JACOBS TELEPHONE (860) 646-0121 MAILING ADDRESS LEONARD JACOBS FAX (860) 645-6229 P.O. BOX 480 MICHAELJ. RICE MANCHESTER, CONNECTICUT JEAN T. WALKER 06045-0480 STEVEN M. BASCHE DAVID M. BARRY,JR. April 29, 1997 Ms. Marcia Banach, Town Planner RECEIVED' Town of South Windsor APR ' 1997 1540 Sullivan Avenue South Windsor CT 06074 Re: 1000 - 1006 Sullivan Avenue, South Windsor CT Dear Marcia: Jim Ford has obtained a permit for the driveway from Sullivan Avenue for the above described property. (See copy of DOT letter dated April 17, 1997 enclosed.) If you look at condition number 1, you will see that they have required that the driveway be reduced from thirty-six feet to thirty feet, and they state that dual egress must not be indicated on the drive. In other words, they want the exit to be one lane for left and right turns. My question to you is whether the reduction from thirty-six feet to thirty feet requires us to request a modification from the Planning and Zoning Commission. With regard to the fact that there will only be one lane exiting, this was never the subject of the Planning and Zoning Commission meeting, and therefore this does not impact the approval. However, we hoped for two lanes. You indicated you might want to contact the State to try to retain two lanes. Please call me regarding this. Very, truly yours, Leonard Jacobs LJ/sm cc: Anthony Pacheco enclosure F:\DOC\STELINA\LETTERS.DIR\BANACH.LTR 655 Winding Brook Drive, Suite 402, Glastonbury, Connecticut o6033-4337 R FC Tuesday,July 29, 1997 V� 4U Jere G.Adametz 1 1991 Permits Engineer SDUjN �� Conn Dept. of Transportation NDSDR ptA District I Special Services NN� 1107 Cromwell Ave N6 DEpr. Rocky Hill,CT 06067 Subject: Proposed Dunkin Donuts, Sullivan Ave. South Windsor,CT Dear Mr.Ademetz: - Telephone We are writing to request additional review and hopefully reconsideration of the decision to limit the 86o.6 ;7.1200 driveway the proposed Dunkin Donuts on Sullivan Ave.to one exiting lane. Initially the site was proposed to house a Dunkin Donuts and some additional space of retail or professional office use. Facsimile This was eliminated during the early reviews of the site and is desired to be pursued at this time. 86o.657.1205 ' While the additional space will not materially add to traffic flows in this area our review of the traffic operations to be achieved with a one lane exit indicates that modification to two lane operation would benefit both site and state highway operations. By minimizing internal queuing we believe that operations will be improved. Gap acceptance will not be pressured and thus drivers exiting the site will be free to accept traffic gaps without inappropriately delaying other site users. We have been asked by the Town of South Windsor to approach the State and request reconsideration of the earlier restrictions on the approval of this drive. Marcia Banach has authorized me to indicate that our request has the strong support of the Town. Attached are two copies of the original plan submitted for consideration,the desired three lane concept plan, and the approved plan. We believe that the approval of this request is consistent with safe operations and will improve traffic conditions and safety at this driveway. Please note that it has not proven feasible to connect this development to the adjacent shopping center. Tony Pacheco has indicated willingness to allow access to development to the east in the direction of Ayers Road. Thus the potential for joint access to property between Dunkin Donuts and Ayers Road is possible avoiding an additional drive closer to this intersection. While no specific development proposal has been developed for this site the design of the Dunkin Donuts has been developed to allow this connection in the future. We are appreciative of the prompt review which the state provided on the original application and hope this request will be similarly expedited. E A R T H `■ T E C H Urf—dot Please contact the undersigned should additional information be needed in support of this request. ry truly yours, RTHTECH James W.Ford,P.E. Senior Project Manager JWF/hs CC: Marcia Banach, Town of South Windsor Robert Tworkowski, ConnDOT Traffic Engineering Tony Pacheco Peter DeMallie,Design Professionals,Inc. Ltrfmdoc STATE OF CONNECTICUT 0ONECT/eGT DEPARTMENT OF TRANSPORTATION Z° DISTRICT I 4 c� w 1107 Cromwell Avenue 2rOF Tik ""S"k Rocky Hill, Connecticut 06067 Phone: September 17, 1997 191,NIQP Mr. James W. Ford, P.E. UP 17 199 Senior Project Manager Earth Tech South Windor 655 Winding Brook Drive, Suite 402 1U00(A$ & Xonln Glastonbury, Connecticut 06033-4337 �oftlt�llS��O� Dear Mr. Ford: Subject: Dunkin Donuts Route 194 (Sullivan Avenue) Town of South Windsor This is in response to your July 29, 1997 letter regarding the access for Dunkin Donuts on Route 194 in South Windsor. Due to concerns about sight line restrictions created by side by side exiting vehicles at an unsignalized intersection, two lane egress will not be allowed from the site. A 30-foot wide drive with single lane ingress and egress and 30-foot radii, as shown on the plans entitled, "Plan Prepared For Dunkin' Donuts, Sullivan Avenue, South Windsor, Connecticut, " dated October 31 , 1996, and last revised on May 30, 1997, Sheet 3/5, is acceptable. However, the drainage flows coming down the drive should be intercepted and contained in the site drainage system. Should you have any further questions regarding this matter, Mr. George A. Payne, Supervising District Service Agent, is available to discuss them with you. He can be reached at 258-4540. Very truly yours, c4entJ. Urbanr Jr. i Special Services Section Manager Bureau of Engineering and Highway Operations cc: Marcia Banach, Town of South Windsor An Equal Opportunity Employer Prveo on reeyoleo or rieoom.d paper DESIGN PROFESSIONALS Inc. 165 South Satellite Road South Windsor, Connecticut 06074 Hydrologic Study DUNKIN? DONUTS Sullivan Ave. South Windsor, Connecticut ��tkb-0'ri8#Mypp ' .. October 31, 1997 �'`"� '' r�.vq (rev. March 10, 1997) `. 4• v t dt to, td Rd FE g'iO�A ' DUNKIN' DONUTS Sullivan Avenue South Windsor, Connecticut TABLE OF CONTENTS Topic Page Introduction 1 Existing Drainage Areas 2 Proposed Drainage Areas 20 Catch Basin Drainage Areas & Drywell Analysis 35 (prior to a connection to Sullivan Ave.) Catch Basin Drainage Areas &Drywell Analysis 71 (with a connection to Sullivan Ave.) Culvert Analysis 77 INTRODUCTION The proposed development of Dunkin Donuts consists of a 2300 +/- sq.ft. restaurant with 29 parking spaces. The property is the former site of the Sunnyside Market and is 1.5 +/- acres in size and is located on the north side of Sullivan Avenue just west of the Ayers Road intersection. Presently the site is 2/3 wooded and consists of Enfield Silt Loam soils. The existing drainage area has been divided into 3 areas for this drainage analysis. Area 1 consists of 0.15 ac. that flows overland over the northern property line into an existing detention basin of The Neighborhood. Area 2 consists of the 1.23 ac. of the site that flows to or eventually flows to the existing drainage system in Sullivan Avenue. Area 3 is a wooded area in the northeastern portion of the site that ponds on-site. It is an area that contains no proposed °development. The proposed development of Dunkin' Donuts would reduce Area 1 to 0.05 ac. flowing overland across the northerly property line, and reduce Area 2 to 0.30 ac. flowing overland to the existing Sullivan Ave, drainage system. The existing and proposed peak rates of runoff have been calculated using a SCS runoff hydrologic method and are included in this hydrologic analysis. To maintain a zero increase in the peak rates of runoff for storms with return frequencies equal to 2, 10 and 25 years, eight - 8 ft. diameter drywell structures are proposed since the nearest existing drainage structure in Sullivan Avenue is located approximately 160 feet west of the western property line. The assumption was made during the design of the drywells that even for larger storm events, all flows generated in the watershed reach the catchment areas. Soil test results indicate a sandy soil with a permeability of 104 ft/day. A connection has been made between the drywells to aid in equalizing recharge and compensate for clogging. The on-site storm water drainage system has been proposed to be connected by a 12" cpp-s pipe to the proposed drainage in Sullivan Avenue at such time as the drainage system in Sullivan Avenue is upgraded. The proposed stub has been left at the property line inline with the proposed location of a catch basin (based on preliminary state plans). The on-site drainage system has been designed to achieve a zero increase in the peak rates of runoff for all storm events after connection to the Sullivan Avenue system. Topography was taken from the site development plans generated through a field survey. Existing pipe sizes and invert elevations were measured and watershed boundaries confirmed in the field. Drainage area maps of existing and proposed watershed conditions have been included in this report. In summary the proposed development of the site can be accommodated utilizing the proposed drainage layout and drywells. This storm water utility design effectively minimizes the downstream impacts from the increase in runoff and erosion due to site development. The following pages contain the calculations involved in the storm water drainage system design. The determinations of the peak rates of storm water runoff adheres to the methods suggested in the Connecticut Soil Erosion and Sediment Control Guidelines. SUMMARY PEAK RATES OF RUNOFF TO SULLIVAN AVENUE (with a connection to Sullivan Avenue) Storm Event Existing Area 2 CB No. 5 Proposed Area 2 Proposed Total (years) (c.f.S.) (c.f.s.) (c.f.s.) (c.f.s.) 2 0.3 0.5 0.2 0.7 10 1.4 0.8 0.6 1.4 25 2.1 0.9 0.8 1.7 50 2.8 1.1 1.0 2.1 100 3.5 1.2 1.2 2.4 Existing Drainage Areas DRZ ` r.oesen c�.m�mm ..am,n aao f � � t71T.iL Ma f 1F.1a00 MYlIL Na 7 NMt]aea M• / � � MG,X 7 NY.1taDe 4R[ W�'n aMtTaaa QR 7 • wm Mtt,7 ---------- MY,7L Jr a----- --s 2 M 1 ®f �� j•.Mti 1, aas1,�� '� . :... let -r '. P'. ' Spy. I ` s I •-� --------ss,s Sq---------- l I — tdas — Xr 1 tJ, ---•-- PCWAJ4MT..G r,aM,j:a,,. r"*4 MAX c2fa pup ljo "'a 7 - !+ t I • ' Mri7ia ari a .�fe a i RALPH C. &MARY T. i {t �tc,u,rr HALL RONALD MAR77N i I / 11 ` ROSE D. PETRA/DS I >n M IUM WT 12L Y `~ ♦ Walms�y f w , IL/! � c Lr. :.z �tee.t Mf.,7L,7 ullTtilt e` •.ss.v ,Y wIf = w Qitr, � A arm a _ �,. r SULL / VAN A VENUE • �15�'tiJC� 1Jizfil�llC.��. �� • G'u ti1.T.s. Hydrograph Summary Report Page , Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft) 1 SCS Runoff 0.0 1 739 0.00 2 ---- ------ ------ Existing North 2 SCS Runoff 0.3 1 728 0.04 2 ---- ------ ------ Existing Sulli✓Ra 3 SCS Runoff 0.0 1 739 0.00 2 ---- ------ ------ Existing Site I I I I i I i i i I I i I I i Proj. file: 96925E.GPW OF file: SAMPLEADF Run date: 11-15-1996 Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft) 1 SCS Runoff 0.1 1 726 0.01 10 ---- ------ ------ Existing North 2 SCS Runoff 1.4 1 726 0.11 10 ---- ------ ------ Existing Sullivq,3 3 SCS Runoff 0.2 1 726 0.02 10 ---- ------ ------ Existing Site i i i Proj. file: 96925E.GPW OF file: SAMPLE.OF Run date: 11-15-1996 4 Hydrograph Summary Report Page Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft) 1 SCS Runoff 0.2 1 726 0.02 25 ---- ------ ------ Existing North 2 SCS Runoff 2.1 1 725 0.16 25 ---- ------ ------ Existing SulliyAN 3 SCS Runoff 0.3 1 726 0.02 25 ---- ------ ------ Existing Site PoiJv,a Proj. file: 96925E.GPW OF file: SAMPLEADF Run date: 11-15-1996 Hydrograph Summary Report Page Hyd. Hydrograph Peak Time Time to Volume Return Inflow Ma7MaximumHydrograph No. type flow interval peak period hyd(s) elestorage description (origin) (cfs) (min) (min) (acft) (yrs) (cuft 1 SCS Runoff 0.3 1 725 0.02 50 ---- ------ ------ Existing North 2 SCS Runoff 2.8 1 725 0.21 50 ---- ------ ------ Existing Sulli✓Ana 3 SCS Runoff 0.4 1 725 0.03 50 ---- ------ ------ Existing Site C-4,4D, Proj. file: 96925E.GPW OF file: SAMPLE.IDF Run date: 11-15-1996 Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage (origin) (cfs) 9 description (min) (min) (acft) (yrs) (ft) (cuft) 1 SCS Runoff 0.4 1 725 0.03 100 ---- -"" - Existing North 2 SCS Runoff 3.5 1 725 0.26 100 ---- "-""" ------ Existing Sulli✓A4 3 SCS Runoff 0.5 1 725 0.04 100 ---- --"'-' ------ Existing Site 'Paay.,J I I I i i I i I I I Proj. file: 96925E.GPW —� IDF file: SAMPLE.IDF Run date: 11-15-1996 Hydrograph Report Page 1 Hyd. No. 1 Existing North Hydrograph type = SCS Runoff Peak discharge = 0.02 cfs Storm frequency = 2 yrs Time interval = 1 min Drainage area = .15 ac Curve number = 55 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=140 cuft,0.003 acft Hydrograph Discharge Table Time -- Outflow (hrs cfs) 12.13 0.01 12.15 0.01 12.17 0.01 12.18 0.01 12.20 0.01 12.22 0.01 12.23 0.02 12.25 0.02 12.27 0.02 12.28 0.02 12.30 0.02 12.32 0.02 << 12.33 0.02 12.35 0.02 12.37 0.02 12.38 0.02 12.40 0.02 12.42 0.01 12.43 0.01 12.45 0.01 12.47 0.01 12.48 0.01 12.50 0.01 12.52 0.01 12.53 0.01 ...End c� Hydrograph Report Page 1 Hyd. No. 2 Existing Sullivan Ave. Hydrograph type = SCS Runoff Peak discharge = 0.30 cfs Storm frequency = 2 yrs Time interval = 1 min Drainage area = 1.23 ac Curve number = 59 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume= 1,719 cuft,0.039 acft Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 11.98 0.02 12.55 0.12 13.12 0.07 13,68 0.06 12.00 0.04 12.57 0.11 13.13 0.07 13.70 0.06 12.02 0.07 12.58 0.11 13.15 0.07 13.72 0.06 12.03 0.12 12.60 0.10 13.17 0.07 13.73 0.06 12.05 0.17 12.62 0.10 13.18 0.07 13.75 0.06 12.07 0.21 12.63 0.10 13.20 0.07 13.77 0.06 12.08 0.25 12.65 0.10 13.22 0.07 13.78 0.06 12.10 0.28 12.67 0.10 13.23 0.07 13.80 0.06 12.12 0.29 12.68 0.10 13.25 0.07 13.82 0.06 12.13 0.30 << 12.70 0.10 13.27 0.07 13.83 0.06 12.15 0.29 12.72 0.09 13.28 0.07 13.85 0.06 12.17 0.28 12.73 0.09 13.30 0.07 13.87 0.06 12.18 0.27 12.75 0.09 13.32 0.07 13.88 0.06 12.20 0.26 12.77 0.09 13.33 0.07 13.90 0.06 12.22 0.25 12.78 0.09 13.35 0.07 13.92 0.06 12.23 0.25 12.80 0.09 13.37 0.07 13.93 0.06 12.25 0.25 12.82 0.09 13.38 0.07 13.95 0.06 12.27 0.24 12.83 0.09 13.40 0.07 13.97 0.06 12.28 0.24 12.85 0.09 13.42 0.07 13.98 0.06 12.30 0.24 12.87 0.09 13.43 0.07 14.00 0.06 12.32 0.23 12.88 0.08 13.45 0.07 14.02 0.06 12.33 0.23 12.90 0.08 13.47 0.07 14.03 0.06 12.35 0.22 12.92 0.08 13.48 0.07 14.05 0.06 12.37 0.22 12.93 0.08 13.50 0.07 14.07 0.06 12.38 0.21 12.95 0.08 13.52 0.07 14.08 0.06 12.40 0.20 12.97 0.08 13.53 0.07 14.10 0.05 12.42 0.20 12.98 0.08 13.55 0.06 14.12 0.05 12.43 0.19 13.00 0.08 13.57 0.06 14.13 0.05 12.45 0.18 13.02 0.08 13.58 0.06 14.15 0.05 12.47 0.17 13.03 0.07 13.60 0.06 14.17 0.05 12.48 0.16 13.05 0.07 13.62 0.06 14.18 0.05 12.50 0.15 13.07 0.07 13.63 0.06 14.20 0.05 12.52 0.14 13.08 0.07 13.65 0.06 14.22 0.05 12.53 0.13 13.10 0.07 13.67 0.06 14.23 0.05 Continues on next page... Existing Sullivan Ave. Page 2 Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 14.25 0.05 15.08 0.05 15.92 0.04 16.75 0.03 14.27 0.05 15.10 0.05 15.93 0.04 16.77 0.03 14.28 0.05 15.12 0.05 15.95 0.04 16.78 0.03 14.30 0.05 15.13 0.05 15.97 0.03 16.80 0.03 14.32 0.05 15.15 0.04 15.98 0.03 16.82 0.03 14.33 0.05 15.17 0.04 16.00 0.03 16.83 0.03 14.35 0.05 15.18 0.04 16.02 0.03 16.85 0.03 14.37 0.05 15.20 0.04 16.03 0.03 16.87 0.03 14.38 0.05 15.22 0.04 16.05 0.03 16.88 0.03 14.40 0.05 15.23 0.04 16.07 0.03 16.90 0.03 14.42 0.05 15.25 0.04 16.08 0.03 16.92 0.03 14.43 0.05 15.27 0.04 16.10 0.03 16.93 0.03 14.45 0.05 15.28 0.04 16.12 0.03 16.95 0.03 14.47 0.05 15.30 0.04 16.13 0.03 16.97 0.03 14.48 0.05 15.32 0.04 16.15 0.03 16.98 0.03 14.50 0.05 15.33 0.04 16.17 0.03 17.00 0.03 14.52 0.05 15.35 0.04 16.18 0.03 17.02 0.03 14.53 0.05 15.37 0.04 16.20 0.03 17.03 0.03 14.55 0.05 15.38 0.04 16.22 0.03 17.05 0.03 14.57 0.05 15.40 0.04 16.23 0.03 17.07 0.03 14.58 0.05 15.42 0.04 16.25 0.03 17.08 0.03 14.60 0.05 15.43 0.04 16.27 0.03 17.10 0.03 14.62 0.05 15.45 0.04 16.28 0.03 17.12 0.03 14.63 0.05 15.47 0.04 16.30 0.03 17.13 0.03 14.65 0.05 15.48 0.04 16.32 0.03 17.15 0.03 14.67 0.05 15.50 0.04 16.33 0.03 17.17 0.03 14.68 0.05 15.52 0.04 16.35 0.03 17.18 0.03 14.70 0.05 15.53 0.04 16.37 0.03 17.20 0.03 14.72 0.05 15.55 0.04 16.38 0.03 17.22 0.03 14.73 0.05 15.57 0.04 16.40 0.03 17.23 0.03 14.75 0.05 15.58 0.04 16.42 0.03 17.25 0.03 14.77 0.05 15.60 0.04 16.43 0.03 17.27 0.03 14.78 0.05 15.62 0.04 16.45 0.03 17.28 0.03 14.80 0.05 15.63 0.04 16.47 0.03 17.30 0.03 14.82 0.05 15.65 0.04 16.48 0.03 17.32 0.03 14.83 0.05 15.67 0.04 16.50 0.03 17.33 0.03 14.85 0.05 15.68 0.04 16.52 0.03 17.35 0.03 14.87 0.05 15.70 0.04 16.53 0.03 17.37 0.03 14.88 0.05 15.72 0.04 16.55 0.03 17.38 0.03 14.90 0.05 15.73 0.04 16.57 0.03 17.40 0.03 14.92 0.05 15.75 0.04 16.58 0.03 17.42 0.03 14.93 0.05 15.77 0.04 16.60 0.03 17.43 0.03 14.95 0.05 15.78 0.04 16.62 0.03 17.45 0.03 14.97 0.05 15.80 0.04 16.63 0.03 17.47 0.03 14.98 0.05 15.82 0.04 16.65 0.03 17.48 0.03 15.00 0.05 15.83 0.04 16.67 0.03 17.50 0.03 15.02 0.05 15.85 0.04 16.68 0.03 17.52 0.03 15.03 0.05 15.87 0.04 16.70 0.03 17.53 0.03 15.05 0.05 15.88 0.04 16.72 0.03 17.55 0.03 15.07 0.05 15.90 0.04 16.73 0.03 17.57 0.03 Continues on next page... ff Existing Sullivan Ave. Page 3 Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 17.58 0.03 18.42 0.02 19.25 0.02 20.08 0.02 17.60 0.02 18.43 0.02 19.27 0.02 20.10 0.02 17.62 0.02 18.45 0.02 19.28 0.02 20.12 0.02 17.63 0.02 18.47 0.02 19.30 0.02 20.13 0.02 17.65 0.02 18.48 0.02 19.32 0.02 20.15 0.02 17.67 0.02 18.50 0.02 19.33 0.02 20.17 0.02 17.68 0.02 18.52 0.02 19.35 0.02 20.18 0.02 17.70 0.02 18.53 0.02 19.37 0.02 20.20 0.02 17.72 0.02 18.55 0.02 19.38 0.02 20.22 0.02 17.73 0.02 18.57 0.02 19.40 0.02 20.23 0.02 17.75 0.02 18.58 0.02 19.42 0.02 20.25 0.02 17.77 0.02 18.60 0.02 19.43 0.02 20.27 0.02 17.78 0.02 18.62 0.02 19.45 0.02 20.28 0.02 17.80 0.02 18.63 0.02 19.47 0.02 20.30 0.02 17.82 0.02 18.65 0.02 19.48 0.02 20.32 0.02 17.83 0.02 18.67 0.02 19.50 0.02 20.33 0.02 17.85 0.02 18.68 0.02 19.52 0.02 20.35 0.02 17.87 0.02 18.70 0.02 19.53 0.02 20.37 0.02 17.88 0.02 18.72 0.02 19.55 0.02 20.38 0.02 17.90 0.02 18.73 0.02 19.57 0.02 20.40 0.02 17.92 0.02 18.75 0.02 19.58 0.02 20.42 0.02 17.93 0.02 18.77 0.02 19.60 0.02 20.43 0.02 17.95 0.02 18.78 0.02 19.62 0.02 20.45 0.02 17.97 0.02 18.80 0.02 19.63 0.02 20.47 0.02 17.98 0.02 18.82 0.02 19.65 0.02 20.48 0.02 18.00 0.02 18.83 0.02 19.67 0.02 20.50 0.02 18.02 0.02 18.85 0.02 19.68 0.02 20.52 0.02 18.03 0.02 18.87 0.02 19.70 0.02 20.53 0.02 18.05 0.02 18.88 0.02 19.72 0.02 20.55 0.02 18.07 0.02 18.90 0.02 19.73 0.02 20.57 0.02 18.08 0.02 18.92 0.02 19.75 0.02 20.58 0.02 18.10 0.02 18.93 0.02 19.77 0.02 20.60 0.02 18.12 0.02 18.95 0.02 19.78 0.02 20.62 0.02 18.13 0.02 18.97 0.02 19.80 0.02 20.63 0.02 18.15 0.02 18.98 0.02 19.82 0.02 20.65 0.02 18.17 0.02 19.00 0.02 19.83 0.02 20.67 0.02 18.18 0.02 19.02 0.02 19.85 0.02 20.68 0.02 18.20 0.02 19.03 0.02 19.87 0.02 20.70 0.02 18.22 0.02 19.05 . 0.02 19.88 0.02 20.72 0.02 18.23 0.02 19.07 0.02 19.90 0.02 20.73 0.02 18.25 0.02 19.08 0.02 19.92 0.02 20.75 0.02 18.27 0.02 19.10 0.02 19.93 0.02 20.77 0.02 18.28 0.02 19.12 0.02 19.95 0.02 20.78 0.02 18.30 0.02 19.13 0.02 19.97 0.02 20.80 0.02 18.32 0.02 19.15 0.02 19.98 0.02 20.82 0.02 18.33 0.02 19.17 0.02 20.00 0.02 20.83 0.02 18.35 0.02 19.18 0.02 20.02 0.02 20.85 0.02 18.37 0.02 19.20 0.02 20.03 0.02 20.87 0.02 18.38 0.02 19.22 0.02 20.05 0.02 20.88 0.02 18.40 0.02 19.23 0.02 20.07 0.02 20.90 0.02 Continues on next page... Existing Sullivan Ave. Page 4 Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 20.92 0.02 21.75 0.02 22.58 0.02 23.42 0.01 20.93 0.02 21.77 0.02 22.60 0.02 23.43 0.01 20.95 0.02 21.78 0.02 22.62 0.02 23.45 0.01 20.97 0.02 21.80 0.02 22.63 0.02 23.47 0.01 20.98 0.02 21.82 0.02 22.65 0.02 23.48 0.01 21.00 0.02 21.83 0.02 22.67 0.02 23.50 0.01 21.02 0.02 21.85 0.02 22.68 0.02 23.52 0.01 21.03 0.02 21.87 0.02 22.70 0.01 23.53 0.01 21.05 0.02 21.88 0.02 22.72 0.01 23.55 0.01 21.07 0.02 21.90 0.02 22.73 0.01 23.57 0.01 21.08 0.02 21.92 0.02 22.75 0.01 23.58 0.01 21.10 0.02 21.93 0.02 22.77 0.01 23.60 0.01 21.12 0.02 21.95 0.02 22.78 0.01 23.62 0.01 21.13 0.02 21.97 0.02 22.80 0.01 23.63 0.01 21.15 0.02 21.98 0.01 22.82 0.01 23.65 0.01 21.17 0.02 22.00 0.01 22.83 0.01 23.67 0.01 21.18 0.02 22.02 0.02 22.85 0.01 23.68 0.01 21.20 0.02 22.03 0.02 22.87 0.01 23.70 0.01 21.22 0.02 22.05 0.02 22.88 0.01 23.72 0.01 21.23 0.02 22.07 0.03 22.90 0.01 23.73 0.01 21.25 0.02 22.08 0.03 22.92 0.01 23.75 0.01 21.27 0.02 22.10 0.02 22.93 0.01 23.77 0.01 21.28 0.02 22.12 0.02 22.95 0.01 23.78 0.01 21.30 0.02 22.13 0.02 22.97 0.01 23.80 0.01 21.32 0.02 22.15 0.02 22.98 0.01 23.82 0.01 21.33 0.02 22.17 0.02 23.00 0.01 23.83 0.01 21.35 0.02 22.18 0.02 23.02 0.01 23.85 0.01 21.37 0.02 22.20 0.02 23.03 0.01 23.87 0.01 21.38 0.02 22.22 0.02 23.05 0.01 23.88 0.01 21.40 0.02 22.23 0.02 23.07 0.01 23.90 0.01 21.42 0.02 22.25 0.02 23.08 0.01 23.92 0.01 21.43 0.02 22.27 0.02 23.10 0.01 23.93 0.01 21.45 0.02 22.28 0.02 23.12 0.01 23.95 0.01 21.47 0.02 22.30 0.02 23.13 0.01 23.97 0.01 21.48 0.02 22.32 0.02 23.15 0.01 23.98 0.01 21.50 0.02 22.33 0.02 23.17 0.01 21.52 0.02 22.35 0.02 23.18 0.01 21.53 0.02 22.37 0.02 23.20 0.01 ...End 21.55 0.02 22.38 0.02 23.22 0.01 21.57 0.02 22.40 0.02 23.23 0.01 21.58 0.02 22.42 0.02 23.25 0.01 21.60 0.02 22.43 0.02 23.27 0.01 21.62 0.02 22.45 0.02 23.28 0.01 21.63 0.02 22.47 0.02 23.30 0.01 21.65 0.02 22.48 0.02 23.32 0.01 21.67 0.02 22.50 0.02 23.33 0.01 21.68 0.02 22.52 0.02 23.35 0.01 21.70 0.02 22.53 0.02 23.37 0.01 21.72 0.02 22.55 0.02 23.38 0.01 21.73 0.02 22.57 0.02 23.40 0.01 Hydrograph Report Page 1 Hyd. No. 3 Existing Site Ponding Hydrograph type = SCS Runoff Peak discharge = 0.02 cfs Storm frequency = 2 yrs Time interval = 1 min Drainage area = .21 ac Curve number = 55 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=197 cuft,0.005 acft Hydrograph Discharge Table Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) 12.12 0.01 12.68 0.01 12.13 0.01 12.70 0.01 12.15 0.02 12.72 0.01 12.17 0.02 12.73 0.01 12.18 0.02 12.75 0.01 12.20 0.02 12.77 0.01 12.22 0.02 12.78 0.01 12.23 0.02 12.80 0.01 12.25 0.02 12.82 0.01 12.27 0.02 12.83 0.01 12.28 0.02 12.30 0.02 12.32 0.02 << ...End 12.33 0.02 12.35 0.02 12.37 0.02 12.38 0.02 12.40 0.02 12.42 0.02 12.43 0.02 12.45 0.02 12.47 0.02 12.48 0.02 12.50 0.02 12.52 0.02 12.53 0.01 12.55 0.01 12.57 0.01 12.58 0.01 12.60 0.01 12.62 0.01 12.63 0.01 12.65 0.01 12.67 0.01 Hydrograph Report Page 1 Hyd. No. 1 Existing North Hydrograph type = SCS Runoff Peak discharge = 0.35 cfs Storm frequency = 100 yrs Time interval = 1 min Drainage area = .15 ac Curve number = 55 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 6.90 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume= 1,155 cuft,0.027 acft Hydrograph Discharge Table Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) 11.93 0.11 11.95 0.12 11.97 0.14 ...End 11.98 0.17 12.00 0.20 12.02 0.24 12.03 0.28 12.05 0.32 12.07 0.34 12.08 0.35 << 12.10 0.35 12.12 0.33 12.13 0.31 12.15 0.28 12.17 0.25 12.18 0.23 12.20 0.21 12.22 0.20 12.23 0.19 12.25 0.19 12.27 0.18 12.28 0.18 12.30 0.17 12.32 0.17 12.33 0.16 12.35 0.15 12.37 0.15 12.38 0.14 12.40 0.14 12.42 0.13 12.43 0.12 12.45 0.12 12.47 0.11 12.48 0.10 Jam; Hydrograph Report Page 1 Hyd. No. 2 Existing Sullivan Ave. Hydrograph type = SCS Runoff Peak discharge = 3.52 cfs Storm frequency = 100 yrs Time interval = 1 min Drainage area = 1.23 ac Curve number = 59 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 6.90 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume= 11,205 cuft,0.257 acft Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 11.30 0.10 11.87 0.89 12.43 1.15 13.00 0.41 11.32 0.10 11.88 0.95 12.45 1.09 13.02 0.40 11.33 0.11 11.90 1.02 12.47 1.02 13.03 0.39 11.35 0.11 11.92 1.09 12.48 0.96 13.05 0.39 11.37 0.12 11.93 1.19 12.50 0.89 13.07 0.38 11.38 0.12 11.95 1.33 12.52 0.82 13.08 0.38 11.40 0.12 11.97 1.53 12.53 0.76 13.10 0.37 11.42 0.13 11.98 1.80 12.55 0.71 13.12 0.37 11.43 0.13 12.00 2.14 12.57 0.66 13.13 0.37 11.45 0.14 12.02 2.53 12.58 0.62 13.15 0.37 11.47 0.14 12.03 2.91 12.60 0.60 13.17 0.37 11.48 0.15 12.05 3.24 12.62 0.58 13.18 0.36 11.50 0.15 12.07 3.45 12.63 0.56 13.20 0.36 11.52 0.16 12.08 3.52 << 12.65 0.55 13.22 0.36 11.53 0.17 12.10 3.46 12.67 0.55 13.23 0.36 11.55 0.17 12.12 3.28 12.68 0.54 13.25 0.36 11.57 0.19 12.13 3.03 12.70 0.53 13.27 0.35 11.58 0.20 12.15 2.74 12.72 0.53 13.28 0.35 11.60 0.22 12.17 2.47 12.73 0.52 13.30 0.35 11.62 0.25 12.18 2.25 12.75 0.51 13.32 0.35 11.63 0.28 12.20 2.08 12.77 0.51 13.33 0.35 11.65 0.31 12.22 1.95 12.78 0.50 13.35 0.35 11.67 0.34 12.23 1.85 12.80 0.49 13.37 0.34 11.68 0.37 12.25 1.78 12.82 0.49 13.38 0.34 11.70 0.41 12.27 1.73 12.83 0.48 13.40 0.34 11.72 0.45 12.28 1.68 12.85 0.47 13.42 0.34 11.73 0.49 12.30 1.63 12.87 0.46 13.43 0.34 11.75 0.53 12.32 1.57 12.88 0.46 13.45 0.34 11.77 0.57 12.33 1.52 12.90 0.45 13.47 0.33 11.78 0.62 12.35 1.46 12.92 0.44 13.48 0.33 11.80 0.67 12.37 1.40 12.93 0.44 13.50 0.33 11.82 0.72 12.38 1.34 12.95 0.43 13.52 0.33 11.83 0.77 12.40 1.28 12.97 0.42 13.53 0.33 11.85 0.83 12.42 1.22 12.98 0.41 13.55 0.32 Continues on next page... Existing Sullivan Ave. Page 2 Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 13.57 0.32 14.40 0.25 15.23 0.20 16.07 0.15 13.58 0.32 14.42 0.25 15.25 0.20 16.08 0.15 13.60 0.32 14.43 0.25 15.27 0.20 16.10 0.15 13.62 0.32 14.45 0.24 15.28 0.20 16.12 0.15 13.63 0.32 14.47 0.24 15.30 0.20 16.13 0.15 13.65 0.31 14.48 0.24 15.32 0.19 16.15 0.15 13.67 0.31 14.50 0.24 15.33 0.19 16.17 0.15 13.68 0.31 14.52 0.24 15.35 0.19 16.18 0.15 13.70 0.31 14.53 0.24 15.37 0.19 16.20 0.14 13.72 0.31 14.55 0.24 15.38 0.19 16.22 0.14 13.73 0.30 14.57 0.24 15.40 0.19 16.23 0.14 13.75 0.30 14.58 0.24 15.42 0.19 16.25 0.14 13.77 0.30 14.60 0.24 15.43 0.19 16.27 0.14 13.78 0.30 14.62 0.24 15.45 0.19 16.28 0.14 13.80 0.30 14.63 0.23 15.47 0.19 16.30 0.14 13.82 0.29 14.65 0.23 15.48 0.18 16.32 0.14 13.83 0.29 14.67 0.23 15.50 0.18 16.33 0.14 13.85 0.29 14.68 0.23 15.52 0.18 16.35 0.14 13.87 0.29 14.70 0.23 15.53 0.18 16.37 0.14 13.88 0.29 14.72 0.23 15.55 0.18 16.38 0.14 13.90 0.29 14.73 0.23 15.57 0.18 16.40 0.14 13.92 0.28 14.75 0.23 15.58 0.18 16.42 0.14 13.93 0.28 14.77 0.23 15.60 0.18 16.43 0.14 13.95 0.28 14.78 0.23 15.62 0.18 16.45 0.14 13.97 0.28 14.80 0.23 15.63 0.18 16.47 0.14 13.98 0.28 14.82 0.22 15.65 0.17 16.48 0.14 14.00 0.27 14.83 0.22 15.67 0.17 16.50 0.14 14.02 0.27 14.85 0.22 15.68 0.17 16.52 0.14 14.03 0.27 14.87 0.22 15.70 0.17 16.53 0.14 14.05 0.27 14.88 0.22 15.72 0.17 16.55 0.14 14.07 0.27 14.90 0.22 15.73 0.17 16.57 0.14 14.08 0.26 14.92 0.22 15.75 0.17 16.58 0.13 14.10 0.26 14.93 0.22 15.77 0.17 16.60 0.13 14.12 0.26 14.95 0.22 15.78 0.17 16.62 0.13 14.13 0.26 14.97 0.22 15.80 0.17 16.63 0.13 14.15 0.26 14.98 0.21 15.82 0.16 16.65 0.13 14.17 0.26 15.00 0.21 15.83 0.16 16.67 0.13 14.18 0.26 15.02 0.21 15.85 0.16 16.68 0.13 14.20 0.26 15.03 0.21 15.87 0.16 16.70 0.13 14.22 0.26 15.05 0.21 15.88 0.16 16.72 0.13 14.23 0.26 15.07 0.21 15.90 0.16 16.73 0.13 14.25 0.26 15.08 0.21 15.92 0.16 16.75 0.13 14.27 0.25 15.10 0.21 15.93 0.16 16.77 0.13 14.28 0.25 15.12 0.21 15.95 0.16 16.78 0.13 14.30 0.25 15.13 0.21 15.97 0.15 16.80 0.13 14.32 0.25 15.15 0.20 15.98 0.15 16.82 0.13 14.33 0.25 15.17 0.20 16.00 0.15 16.83 0.13 14.35 0.25 15.18 0.20 16.02 0.15 16.85 0.13 14.37 0.25 15.20 0.20 16.03 0.15 16.87 0.13 14.38 0.25 15.22 0.20 16.05 0.15 16.88 0.13 Continues on next page... Existing Sullivan Ave. Page 3 Hydrograph Discharge Table Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) 16.90 0.13 17.73 0.10 16.92 0.13 17.75 0.10 16.93 0.13 17.77 0.10 16.95 0.12 17.78 0.10 16.97 0.12 17.80 0.10 16.98 0.12 17.82 0.10 17.00 0.12 17.83 0.10 17.02 0.12 17.03 0.12 17.05 0.12 ...End 17.07 0.12 17.08 0.12 17.10 0.12 17.12 0.12 17.13 0.12 17.15 0.12 17.17 0.12 17.18 0.12 17.20 0.12 17.22 0.12 17.23 0.12 17.25 0.12 17.27 0.12 17.28 0.12 17.30 0.12 17.32 0.11 17.33 0.11 17.35 0.11 17.37 0.11 17.38 0.11 17.40 0.11 17.42 0.11 17.43 0.11 17.45 0.11 17.47 0.11 17.48 0.11 17.50 0.11 17.52 0.11 17.53 0.11 17.55 0.11 17.57 0.11 17.58 0.11 17.60 0.11 17.62 0.11 17.63 0.11 17.65 0.11 17.67 0.11 17.68 0.10 17.70 0.10 17.72 0.10 Hydrograph Report Page 1 Hyd. No. 3 Existing Site Ponding Hydrograph type = SCS Runoff Peak discharge = 0.49 cfs Storm frequency = 100 yrs Time interval = 1 min Drainage area = .21 ac Curve number = 55 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 6.90 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=1,617 cuft,0.037 acft Hydrograph Discharge Table Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) 11.85 0.10 12.42 0.18 11.87 0.11 12.43 0.17 11.88 0.12 12.45 0.16 11.90 0.13 12.47 0.15 11.92 0.14 12.48 0.14 11.93 0.15 12.50 0.13 11.95 0.17 12.52 0.12 11.97 0.20 12.53 0.11 11.98 0.24 12.55 0.11 12.00 0.29 12.02 0.34 12.03 0.40 ...End 12.05 0.45 12.07 0.48 12.08 0.49 << 12.10 0.49 12.12 0.46 12.13 0.43 12.15 0.39 12.17 0.35 12.18 0.32 12.20 0.30 12.22 0.28 12.23 0.27 12.25 0.26 12.27 0.25 12.28 0.25 12.30 0.24 12.32 0.23 12.33 0.22 12.35 0.22 12.37 0.21 12.38 0.20 12.40 0.19 i ; Proposed Drainal4e Areas DRZ / W.12 ss F.11f.]S 1 v ------------------ ----------- "--"-- "",a _ _ ..______._-,fit ut-... Aicm I II SS 3 _zu 1\,, ' '' 'aO"��--� p ---, ---.w,:�zuo__— Ira.-3""• � --- x t I o .- e , . p � 1 ....x, a U. � �A Y Ir `� ,31•"� t --- �`,, �' .� Obi ..�---• o L.,K � �— PARCEL AREq '—E• x , irsr ® 69,597 sq. ft. •• w' IVIF I �y RALPH C. do MARY 7. HALL NIF itua cy RONALD MAR77N N/F F ROSE D. Q I Q t PEMA/R7S ._ �� asp IEA e rwaesm � aws t' t `IDm O 8 IIN,N.ti P� -----•-- SULLIVAN AVENUE `` Hydrograph Summary Report Page Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft) 1 SCS Runoff 0.0 1 739 0.00 2 ---- ----- ------ Proposed North 2 SCS Runoff 0.2 1 726 0.02 2 ---- ------ ------ Proposed Sulli✓AAA 3 SCS Runoff 0.0 1 739 0.00 2 ---- ------ ------ Prposed Site Par,,,re- I I I Proj. file: 96925P.GPW OF file: SAMPLE.IDF Run date: 11=15-1996 Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft) 1 SCS Runoff 0.0 1 726 0.00 10 ---- ------ ------ Proposed North 2 SCS Runoff 0.6 1 725 0.04 10 ---- ------ ------ Proposed Sulli v,44 3 SCS Runoff 0.2 1 726 0.02 10 --- ------ ------ Prposed Site Po rb,nxs Proj. file: 96925P.GPW OF file: SAMPLE.IDF I Run date: 11-.15-1996 i Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft) 1 SCS Runoff 0.1 1 726 0.01 25 ---- ------ ----- Proposed North 2 SCS Runoff 0.8 1 725 0.06 25 ---- ------ ------ Proposed SUIHVA.V 3 SCS Runoff 0.3 1 726 0.02 25 ---- ------ ------ Prposed Site P,,,,jmWe. I Proj. file: 96925P.GPW OF file: SAMPLEADF Run date: 11-15-1996 Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft) 1 SCS Runoff 0.1 1 725 0.01 50 ---- ------ ------ Proposed North 2 SCS Runoff 1.0 1 725 0.07 50 ---- ------ ------ Proposed Sulli r" 3 SCS Runoff 0.4 1 725 0.03 50 ---- ------ ------ Prposed Site Pb rD�rX. I Proj. file: 96925P.GPW OF file: SAMPLE.IDF Run date: 11-,15-1996 w Hydrograph Summary Report Page Hyd. Hydrograph Peak. Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft) 1 SCS Runoff 0.1 1 725 0.01 100 ---- ----- ------ Proposed North 2 SCS Runoff 1.2 1 725 0.08 100 ---- ------ ------ Proposed Sullivan 3 SCS Runoff 0.5 1 725 0.04 100 ---- ------ ------ Proposed Site Proj. file: 96925P.GPW OF file: SAMPLE]DF Run date: 11-15-1996 ------- -- ---------- Hydrograph Report Page 1 Hyd. No. 1 Proposed North Hydrograph type = SCS Runoff Peak discharge = 0.01 cfs Storm frequency = 2 yrs Time interval = 1 min Drainage area = .05 ac Curve number = 55 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total.Volume=47 cuft,0.001 acft Minimum printed Q exceeds peak flow. ...End Hydrograph Report Page 1 Hyd. No. 2 Proposed Sullivan Ave. Hydrograph type = SCS Runoff Peak discharge = 0.21 cfs Storm frequency = 2 yrs Time interval = 1 min Drainage area = .3 ac Curve number = 67 Basin Slope = 0 % Hydraulic length 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=770 cuft,0.018 acft Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 11.77 0.01 12.33 0.11 12.90 0.03 13.47 0.03 11.78 0.01 12.35 0.10 12.92 0.03 13.48 0.03 11.80 0.02 12.37 0.10 12.93 0.03 13.50 0.03 11.82 0.02 12.38 0.10 12.95 0.03 13.52 0.03 11.83 0.02 12.40 0.09 12.97 0.03 13.53 0.03 11.85 0.03 12.42 0.09 12.98 0.03 13.55 0.03 11.87 0.03 12.43 0.08 13.00 0.03 13.57 0.03 11.88 0.03 12.45 0.08 13.02 0.03 13.58 0.03 11.90 0.04 12.47 0.08 13.03 0.03 13.60 0.03 11.92 0.04 12.48 0.07 13.05 0.03 13.62 0.03 11.93 0.05 12.50 0.07 13.07 0.03 13.63 0.02 11.95 0.06 12.52 0.06 13.08 0.03 13.65 0.02 11.97 0.07 12.53 0.06 13.10 0.03 13.67 0.02 11.98 0.09 12.55 0.05 13.12 0.03 13.68 0.02 12.00 0.11 12.57 0.05 13.13 0.03 13.70 0.02 12.02 0.13 12.58 0.05 13.15 0.03 13.72 0.02 12.03 0.16 12.60 0.04 13.17 0.03 13.73 0.02 12.05 0.18 12.62 0.04 13.18 0.03 13.75 0.02 12.07 0.20 12.63 0.04 13.20 0.03 13.77 0.02 12.08 0.21 12.65 0.04 13.22 0.03 13.78 0.02 12.10 0.21 << 12.67 0.04 13.23 0.03 13.80 0.02 12.12 0.20 12.68 0.04 13.25 0.03 13.82 0.02 12.13 0.19 12.70 0.04 13.27 0.03 13.83 0.02 12.15 0.18 12.72 0.04 13.28 0.03 13.85 0.02 12.17 0.16 12.73 0.04 13.30 0.03 13.87 0.02 12.18 0.15 12.75 0.04 13.32 0.03 13.88 0.02 12.20 0.14 12.77 0.04 13.33 0.03 13.90 0.02 12.22 0.13 12.78 0.04 13.35 0.03 13.92 0.02 12.23 0.13 12.80 0.04 13.37 0.03 13.93 0.02 12.25 0.12 12.82 0.04 13.38 0.03 13.95 0.02 12.27 0.12 12.83 0.04 13.40 0.03 13.97 0.02 12.28 0.12 12.85 0.04 13.42 0.03 13.98 0.02 12.30 0.11 12.87 0.04 13.43 0.03 14.00 0.02 12.32 0.11 12.88 0.03 13.45 0.03 14.02 0.02 Continues on next page... Proposed Sullivan Ave. Page 2 Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 14.03 0.02 14.87 0.02 15.70 0.01 16.53 0.01 14.05 0.02 14.88 0.02 15.72 0.01 16.55 0.01 14.07 0.02 14.90 0.02 15.73 0.01 16.57 0.01 14.08 0.02 14.92 0.02 15.75 0.01 16.58 0.01 14.10 0.02 14.93 0.02 15.77 0.01 16.60 0.01 14.12 0.02 14.95 0.02 15.78 0.01 16.62 0.01 14.13 0.02 14.97 0.02 15.80 0.01 16.63 0.01 14.15 0.02 14.98 0.02 15.82 0.01 16.65 0.01 14.17 0.02 15.00 0.02 15.83 0.01 16.67 0.01 14.18 0.02 15.02 0.02 15.85 0.01 16.68 0.01 14.20 0.02 15.03 0.02 15.87 0.01 16.70 0.01 14.22 0.02 15.05 0.02 15.88 0.01 16.72 0.01 14.23 0.02 15.07 0.02 15.90 0.01 16.73 0.01 14.25 0.02 15.08 0.02 15.92 0.01 16.75 0.01 14.27 0.02 15.10 0.02 15.93 0.01 16.77 0.01 14.28 0.02 15.12 0.02 15.95 0.01 16.78 0.01 14.30 0.02 15.13 0.02 15.97 0.01 16.80 0.01 14.32 0.02 15.15 0.02 15.98 0.01 16.82 0.01 14.33 0.02 15.17 0.02 16.00 0.01 16.83 0.01 14.35 0.02 15.18 0.02 16.02 0.01 16.85 0.01 14.37 0.02 15.20 0.02 16.03 0.01 16.87 0.01 14.38 0.02 15.22 0.02 16.05 0.01 16.88 0.01 14.40 0.02 15.23 0.02 16.07 0.01 16.90 0.01 14.42 0.02 15.25 0.02 16.08 0.01 16.92 0.01 14.43 0.02 15.27 0.02 16.10 0.01 16.93 0.01 14.45 0.02 15.28 0.02 16.12 0.01 16.95 0.01 14.47 0.02 15.30 0.02 16.13 0.01 16.97 0.01 14.48 0.02 15.32 0.02 16.15 0.01 16.98 0.01 14.50 0.02 15.33 0.02 16.17 0.01 17.00 0.01 14.52 0.02 15.35 0.02 16.18 0.01 17.02 0.01 14.53 0.02 15.37 0.02 16.20 0.01 17.03 0.01 14.55 0.02 15.38 0.02 16.22 0.01 17.05 0.01 14.57 0.02 15.40 0.02 16.23 0.01 17.07 0.01 14.58 0.02 15.42 0.02 16.25 0.01 17.08 0.01 14.60 0.02 15.43 0.02 16.27 0.01 17.10 0.01 14.62 0.02 15.45 0.02 16.28 0.01 17.12 0.01 14.63 0.02 15.47 0.02 16.30 0.01 14.65 0.02 15.48 0.02 16.32 0.01 14.67 0.02 15.50 0.02 16.33 0.01 ...End 14.68 0.02 15.52 0.01 16.35 0.01 14.70 0.02 15.53 0.01 16.37 0.01 14.72 0.02 15.55 0.01 16.38 0.01 14.73 0.02 15.57 0.01 16.40 0.01 14.75 0.02 15.58 0.01 16.42 0.01 14.77 0.02 15.60 0.01 16.43 0.01 14.78 0.02 15.62 0.01 16.45 0.01 14.80 0.02 15.63 0.01 16.47 0.01 14.82 0.02 15.65 0.01 16.48 0.01 14.83 0.02 15.67 0.01 16.50 0.01 14.85 0.02 15.68 0.01 16.52 0.01 Hydrograph Report Page 1 Hyd. No. 3 Proposed Site Ponding Hydrograph type = SCS Runoff Peak discharge = 0.02 cfs Storm frequency = 2 yrs Time interval = 1 min Drainage area = .21 ac Curve number = 55 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=197 cuft,0.005 acft Hydrograph Discharge Table Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) 12.12 0.01 12.68 0.01 12.13 0.01 12.70 0.01 12.15 0.02 12.72 0.01 12.17 0.02 12.73 0.01 12.18 0.02 12.75 0.01 12.20 0.02 12.77 0.01 12.22 0.02 12.78 0.01 12.23 0.02 12.80 0.01 12.25 0.02 12.82 0.01 12.27 0.02 12.83 0.01 12.28 0.02 12.30 0.02 12.32 0.02 << ...End 12.33 0.02 12.35 0.02 12.37 0.02 12.38 0.02 12.40 0.02 12.42 0.02 12.43 0.02 12.45 0.02 12.47 0.02 12.48 0.02 12.50 0.02 12.52 0.02 12.53 0.01 12.55 0.01 12.57 0.01 12.58 0.01 12.60 0.01 12.62 0.01 12.63 0.01 12.65 0.01 12.67 0.01 Hydrograph Report Page 1 Hyd. No. 1 Proposed North Hydrograph type = SCS Runoff Peak discharge = 0.12 cfs Storm frequency = 100 yrs Time interval = 1 min Drainage area = .05 ac Curve number = 55 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 6.90 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=385 cuff,0.009 acft Hydrograph Discharge Table Time -- Outflow (hrs cfs) 11.98 0.06 12.00 0.07 12.02 0.08 12.03 0.09 12.05 0.11 12.07 0.11 12.08 0.12 << 12.10 0.12 12.12 0.11 12.13 0.10 12.15 0.09 12.17 0.08 12.18 0.08 12.20 0.07 12.22 0.07 12.23 0.06 12.25 0.06 12.27 0.06 12.28 0.06 12.30 0.06 12.32 0.06 12.33 0.05 12.35 0.05 ...End Hydrograph Report Page 1 Hyd. No. 2 Proposed Sullivan Ave. Hydrograph type = SCS Runoff Peak discharge = 1.17 cfs Storm frequency = 100 yrs Time interval = 1 min Drainage area = .3 ac Curve number = 67 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 6.90 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=3,620 cuff,0.083 acft Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 11.23 0.05 11.80 0.27 12.37 0.43 12.93 0.13 11.25 0.05 11.82 0.29 12.38 0.41 12.95 0.13 11.27 0.05 11.83 0.31 12.40 0.39 12.97 0.13 11.28 0.05 11.85 0.33 12.42 0.37 12.98 0.12 11.30 0.06 11.87 0.35 12.43 0.35 13.00 0.12 11.32 0.06 11.88 0.36 12.45 0.33 13.02 0.12 11.33 0.06 11.90 0.39 12.47 0.31 13.03 0.12 11.35 0.06 11.92 0.41 12.48 0.29 13.05 0.12 11.37 0.06 11.93 0.44 12.50 0.27 13.07 0.11 11.38 0.06 11.95 0.49 12.52 0.25 13.08 0.11 11.40 0.07 11.97 0.55 12.53 0.23 13.10 0.11 11.42 0.07 11.98 0.64 12.55 0.21 13.12 0.11 11.43 0.07 12.00 0.76 12.57 0.20 13.13 0.11 11.45 0.07 12.02 0.88 12.58 0.19 13.15 0.11 11.47 0.07 12.03 1.00 12.60 0.18 13.17 0.11 11.48 0.07 12.05 1.10 12.62 0.17 13.18 0.11 11.50 0.08 12.07 1.16 12.63 0.17 13.20 0.11 11.52 0.08 12.08 1.17 << 12.65 0.17 13.22 0.11 11.53 0.08 12.10 1.14 12.67 0.16 13.23 0.11 11.55 0.08 12.12 1.07 12.68 0.16 13.25 0.11 11.57 0.09 12.13 0.98 12.70 0.16 13.27 0.11 11.58 0.10 12.15 0.88 12.72 0.16 13.28 0.10 11.60 0.10 12.17 0.79 12.73 0.16 13.30 0.10 11.62 0.11 12.18 0.72 12.75 0.15 13.32 0.10 11.63 0.13 12.20 0.66 12.77 0.15 13.33 0.10 11.65 0.14 12.22 0.61 12.78 0.15 13.35 0.10 11.67 0.15 12.23 0.58 12.80 0.15 13.37 0.10 11.68 0.16 12.25 0.56 12.82 0.15 13.38 0.10 11.70 0.18 12.27 0.54 12.83 0.14 13.40 0.10 11.72 0.19 12.28 0.52 12.85 0.14 13.42 0.10 11.73 0.21 12.30 0.50 12.87 0.14 13.43 0.10 11.75 0.22 12.32 0.49 12.88 0.14 13.45 0.10 11.77 0.24 12.33 0.47 12.90 0.13 13.47 0.10 11.78 0.25 12.35 0.45 12.92 0.13 13.48 0.10 Continues on next page... Proposed Sullivan Ave. Page 2 Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) 13.50 0.10 14.33 0.07 15.17 0.06 13.52 0.10 14.35 0.07 15.18 0.06 13.53 0.10 14.37 0.07 15.20 0.06 13.55 0.10 14.38 0.07 15.22 0.06 13.57 0.10 14.40 0.07 15.23 0.06 13.58 0.09 14.42 0.07 15.25 0.06 13.60 0.09 14.43 0.07 15.27 0.06 13.62 0.09 14.45 0.07 15.28 0.06 13.63 0.09 14.47 0.07 15.30 0.06 13.65 0.09 14.48 0.07 15.32 0.06 13.67 0.09 14.50 0.07 15.33 0.06 13.68 0.09 14.52 0.07 15.35 0.06 13.70 0.09 14.53 0.07 15.37 0.06 13.72 0.09 14.55 0.07 15.38 0.06 13.73 0.09 14.57 0.07 15.40 0.05 13.75 0.09 14.58 0.07 15.42 0.05 13.77 0.09 14.60 0.07 15.43 0.05 13.78 0.09 14.62 0.07 15.45 0.05 13.80 0.09 14.63 0.07 15.47 0.05 13.82 0.09 14.65 0.07 15.48 0.05 13.83 0.09 14.67 0.07 15.50 0.05 13.85 0.09 14.68 0.07 15.52 0.05 13.87 0.08 14.70 0.07 15.53 0.05 13.88 0.08 14.72 0.07 15.55 0.05 13.90 0.08 14.73 0.07 15.57 0.05 13.92 0.08 14.75 0.07 15.58 0.05 13.93 0.08 14.77 0.07 15.60 0.05 13.95 0.08 14.78 0.07 15.62 0.05 13.97 0.08 14.80 0.07 15.63 0.05 13.98 0.08 14.82 0.06 15.65 0.05 14.00 0.08 14.83 0.06 14.02 0.08 14.85 0.06 14.03 0.08 14.87 0.06 ...End 14.05 0.08 14.88 0.06 14.07 0.08 14.90 0.06 14.08 0.08 14.92 0.06 14.10 0.08 14.93 0.06 14.12 0.08 14.95 0.06 14.13 0.08 14.97 0.06 14.15 0.08 14.98 0.06 14.17 0.08 15.00 0.06 14.18 0.08 15.02 0.06 14.20 0.08 15.03 0.06 14.22 0.08 15.05 0.06 14.23 0.07 15.07 0.06 14.25 0.07 15.08 0.06 14.27 0.07 15.10 0.06 14.28 0.07 15.12 0.06 14.30 0.07 15.13 0.06 14.32 0.07 15.15 0.06 Hydrograph Report Page 1 Hyd. No. 3 Proposed Site Ponding Hydrograph type = SCS Runoff Peak discharge = 0.49 cfs Storm frequency = 100 yrs Time interval = 1 min Drainage area = .21 ac Curve number = 55 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 6.90 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=1,617 cuft,0.037 acft Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 11.73 0.05 12.30 0.24 12.87 0.07 13.43 0.05 11.75 0.06 12.32 0.23 12.88 0.07 13.45 0.05 11.77 0.07 12.33 0.22 12.90 0.07 13.47 0.05 11.78 0.07 12.35 0.22 12.92 0.07 13.48 0.05 11.80 0.08 12.37 0.21 12.93 0.07 13.50 0.05 11.82 0.09 12.38 0.20 12.95 0.06 11.83 0.09 12.40 0.19 12.97 0.06 11.85 0.10 12.42 0.18 12.98 0.06 ...End 11.87 0.11 12.43 0.17 13.00 0.06 11.88 0.12 12.45 0.16 13.02 0.06 11.90 0.13 12.47 0.15 13.03 0.06 11.92 0.14 12.48 0.14 13.05 0.06 11.93 0.15 12.50 0.13 13.07 0.06 11.95 0.17 12.52 0.12 13.08 0.06 11.97 0.20 12.53 0.11 13.10 0.06 11.98 0.24 12.55 0.11 13.12 0.06 12.00 0.29 12.57 0.10 13.13 0.06 12.02 0.34 12.58 0.09 13.15 0.06 12.03 0.40 12.60 0.09 13.17 0.06 12.05 0.45 12.62 0.09 13.18 0.05 12.07 0.48 12.63 0.08 13.20 0.05 12.08 0.49 << 12.65 0.08 13.22 0.05 12.10 0.49 12.67 0.08 13.23 0.05 12.12 0.46 12.68 0.08 13.25 0.05 12.13 0.43 12.70 0.08 13.27 0.05 12.15 0.39 12.72 0.08 13.28 0.05 12.17 0.35 12.73 0.08 13.30 0.05 12.18 0.32 12.75 0.08 13.32 0.05 12.20 0.30 12.77 0.08 13.33 0.05 12.22 0.28 12.78 0.07 13.35 0.05 12.23 0.27 12.80 0.07 13.37 0.05 12.25 0.26 12.82 0.07 13.38 0.05 12.27 0.25 12.83 0.07 13.40 0.05 12.28 0.25 12.85 0.07 13.42 0.05 Catch Basin DrainaLye Areas Drywell Analysis (prior to connection to Sullivan Ave.) r;; DRZ l vRo e m V9 0 m " MRtaats Rr.,mse l— ----,z �--- - 1 ,r _,a Ire 1 , 1 ARea t 1 , de A 3 . --------- - ------- F --- --------- 1 1 .nv `.wam1O1; 1 i 0 i •>,'__• O ,.`ague ------------ � V ® PARCEL ARE.Q •—t•— I 59,597 sq. fC_i TMVF;nax me oue 2 1.59 ;® 4o .Rom----- MIT.:, / _ :'„m RALPH C. &MARY T. ' � . . I i. , HALL RONALD UAR77N ,.. ' OSE D. PETRA177S 1 \ r J p vRcresm wv.,as,ro i� F.1, 1.11, �,• ��_ O O R�� rl a s� 7 '�. tea. _ _ oa—_ — _-r Dsxss•�.s+� � -- m.o' N __ -- --------------r r.® SULLlVAN AVENUE ` . _ C._.l�;l�iIt� F✓�.J't�e 1JI�Ir1ra�``..?;:... �).�,p[➢� ,{,4;,, V "U A M cl rt C CO G hn Cl,h 57ieUC`� '<c. (.J,TXI 7 I.JA L z 78�(7,33,) 'J� , M.Fr OF „ 't�N� AIL Alto 4j ,78'5;(a. D "or-) K l ZQ,Q3 q!s �Y w ESL �UTFL�a.J ; f A a / >7 -- - 7 mac- ---- - - ) C Al+Ili Hydrograph Summary Report Page , Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft) 1 SCS Runoff 0.2 1 726 0.02 2 ---- ------ ------ Area 1 2 SCS Runoff 0.1 1 726 0.01 2 ---- ------ ------ Area 2 3 SCS Runoff 0.1 1 726 0.01 2 ---- ------ ------ Area 3 4 SCS Runoff 0.3 1 725 0.02 2 ---- ------ ------ Area 4 5 SCS Runoff 0.5 1 724 0.04 2 ---- ------ ------ Area 5 6 SCS Runoff 0.4 1 724 0.03 2 ---- ------ ------ Area 6 7 Combine 0.3 1 726 0.03 2 1 +2 ------ ------ Area 1 +2 8 Combine 0.4 1 726 0.04 2 7+3 ------ ------ Area 1 +2+3 9 Combine 0.8 1 725 0.06 2 8+4 ------ ------ Area 1 +2+3 10 Combine 1.3 1 725 0.10 2 9+5 ------ ------ Area 1 +2+3 11 Combine 1.7 1 725 0.13. 2 10+6 ------ ----- Total Area 12 Reservoir 0.6 1 741 0.13 2 11 2.63 1324 Drywells Proj. file: 925DRY1.GPW OF file: SAMPLEADF Run date: 03-10-1997 Hydrograph Summary Report Page , Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft) 1 SCS Runoff 0.5 1 725 0.04 10 -- ------ ---- Area 1 2 SCS Runoff 0.4 1 725 0.03 10 ---- ------ ------ Area 2 3 SCS Runoff 0.3 1 725 0.02 10 ---- ------ ------ Area 3 4 SCS Runoff 0.7 1 725 0.05 10 ---- ------ ------ Area 4 5 SCS Runoff 0.8 1 724 0.07 10 ---- ---- ------ Area 5 6 SCS Runoff 0.5 1 724 0.04 10 ---- ------ ------ Area 6 7 Combine 0.8 1 725 0.06 10 1 +2 ------ ------ Area 1 +2 8 Combine 1.1 1 725 0.08 10 7+3 ------ ------ Area 1 +2+3 9 Combine 1.8 1 725 0.13 10 8+4 ------ ------ Area 1 +2+3 10 Combine 2.6 1 725 0.19 10 9+5 ------ ------ Area 1 +2+3 11 Combine 3.1 1 725 0.24 10 10+6 ------ ____- Total Area 12 Reservoir 1.2 1 740 0.23 10 11 4.93 2483 Drywells Proj. file: 925DRY1.GPW IDF file: SAMPLE.IDF Run date: 03-10-1997 Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type now interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (it) (cult) 1 SCS Runoff 0.7 1 725 0.05 25 ---- ------ ------ Area 1 2 SCS Runoff 0.5 1 725 0.04 25 ---- ------ ------ Area 2 3 SCS Runoff 0.4 1 725 0.03 25 ---- ------ ------ Area 3 4 SCS Runoff 0.8 1 725 0.06 25 ---- ------ ------ Area 4 5 SCS Runoff 0.9 1 724 0.08 25 ---- ------ Area 5 6 SCS Runoff 0.6 1 724 0.05 25 ---- ------ ------ Area 6 7 Combine 1.2 1 725 0.08 25 1 +2 ______ ______ Area 1 +2 8 Combine 1.5 1 725 0.11 25 7+3 ------ ------ Area 1 +2+3 9 Combine 2.4 1 725 0.17 25 8+4 _____ _____ Area 1 +2+3 10 Combine 3.3 1 725 0.25 25 9+5 ______ ______ Area 1 +2+3 11 Combine 3.9 1 725 0.30 25 10+6 ------ ------ Total Area 12 Reservoir 1.5 1 740 0.29 25 11 6.26 3156 Drywells Proj. file: 925DRY1.GPW OF file: SAMPLE.IDF Run date: 03-10-1997 Hydrograph Report Page 1 Hyd. No. 1 Area 1 Hydrograph type = SCS Runoff Peak discharge = 0.19 cfs Storm frequency = 2 yrs Time interval = 1 min Drainage area = .25 ac Curve number = 68 Basin Slope = 1.4 % Hydraulic length = 95 ft Tc method = LAG Time of conc. (Tc) = 5.7 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=684 cuff,0.016 acft Hydrograph Discharge Table Time -- Outflow (hrs cfs) 12.00 0.10 12.02 0.12 12.03 0.15 12.05 0.17 12.07 0.18 12.08 0.19 12.10 0.19 << 12.12 0.18 12.13 0.17 12.15 0.16 12.17 0.15 12.18 0.13 12.20 0.13 12.22 0.12 12.23 0.11 12.25 0.11 12.27 0.11 12.28 0.10 12.30 0.10 ...End Hydrograph Report Page 1 Hyd. No. 2 Area 2 Hydrograph type = SCS Runoff Peak discharge = 0.13 cfs Storm frequency = 2 yrs Time interval = 1 min Drainage area = .19 ac Curve number = 67 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=488 cult,0.011 acft Hydrograph Discharge Table Time -- Outflow (hrs cfs) 12.05 0.12 12.07 0.13 12.08 0.13 12.10 0.13 << 12.12 0.13 12.13 0.12 12.15 0.11 12.17 0.10 ...End Hydrograph Report Page 1 Hyd. No. 3 Area 3 Hydrograph type = SCS Runoff Peak discharge = 0.11 cfs Storm frequency = 2 yrs Time interval = 1 min Drainage area = .14 ac Curve number = 68 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=383 cuft,0.009 acft Hydrograph Discharge Table Time -- Outflow (hrs cfs) 12.07 0.10 12.08 0.11 12.10 0.11 << 12.12 0.10 ...End Hydrograph Report Page 1 Hyd. No. 4 Area 4 Hydrograph type = SCS Runoff Peak discharge = 0.33 cfs Storm frequency = 2 yrs Time interval = 1 min Drainage area = .22 ac Curve number = 78 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=1,047 cuft,0.024 acft Hydrograph Discharge Table Time -- Outflow (hrs cfs) 11.90 0.10 11.92 0.11 11.93 0.12 11.95 0.13 11.97 0.15 11.98 0.18 12.00 0.21 12.02 0.24 12.03 0.28 12.05 0.31 12.07 0.33 12.08 0.33 « 12.10 0.33 12.12 0.31 12.13 0.28 12.15 0.26 12.17 0.23 12.18 0.21 12.20 0.19 12.22 0.18 12.23 0.17 12.25 0.16 12.27 0.16 12.28 0.15 12.30 0.15 12.32 0.14 12.33 0.14 12.35 0.13 12.37 0.13 12.38 0.12 12.40 0.12 12.42 0.11 12.43 0.11 ...End Hydrograph Report Page 1 Hyd. No. 5 Area 5 Hydrograph type = SCS Runoff Peak discharge = 0.55 cfs Storm frequency = 2 yrs Time interval = 1 min Drainage area = .17 ac Curve number = 98 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=1,887 cuft,0.043 acft Hydrograph Discharge Table Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) 11.65 0.10 12.22 0.25 11.67 0.11 12.23 0.24 11.68 0.12 12.25 0.23 11.70 0.13 12.27 0.22 11.72 0.13 12.28 0.21 11.73 0.14 12.30 0.20 11.75 0.15 12.32 0.19 11.77 0.16 12.33 0.19 11.78 0.17 12.35 0.18 11.80 0.17 12.37 0.17 11.82 0.18 12.38 0.16 11.83 0.19 12.40 0.15 11.85 0.20 12.42 0.14 11.87 0.21 12.43 0.14 11.88 0.22 12.45 0.13 11.90 0.22 12.47 0.12 11.92 0.23 12.48 0.11 11.93 0.25 12.50 0.10 11.95 0.27 11.97 0.30 11.98 0.34 ...End 12.00 0.39 12.02 0.44 12.03 0.49 12.05 0.53 12.07 0.55 << 12.08 0.54 12.10 0.52 12.12 0.48 12.13 0.43 12.15 0.38 12.17 0.34 12.18 0.30 12.20 0.28 Hydrograph Report Page 1 Hyd. No. 6 Area 6 Hydrograph type = SCS Runoff Peak discharge = 0.35 cfs Storm frequency = 2 yrs Time interval = 1 min Drainage area = .11 ac Curve number = 98 Basin Slope = 0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Total Volume=1,221 cult,0.028 acft Hydrograph Discharge Table Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) 11.77 0.10 12.33 0.12 11.78 0.11 12.35 0.12 11.80 0.11 12.37 0.11 11.82 0.12 12.38 0.10 11.83 0.12 11.85 0.13 11.87 0.13 ...End 11.88 0.14 11.90 0.15 11.92 0.15 11.93 0.16 11.95 0.17 11.97 0.19 11.98 0.22 12.00 0.25 12.02 0.29 12.03 0.32 12.05 0.34 12.07 0.35 << 12.08 0.35 12.10 0.34 12.12 0.31 12.13 0.28 12.15 0.25 12.17 0.22 12.18 0.20 12.20 0.18 12.22 0.16 12.23 0.15 12.25 0.15 12.27 0.14 12.28 0.14 12.30 0.13 12.32 0.13 Hydrograph Report Page 1 Hyd. No. 7 Area 1 + 2 Hydrograph type = Combine Peak discharge = 0.32 cfs Storm frequency = 2 yrs Time interval = 1 min 1 st inflow hyd. No. = 1 2nd inflow hyd. No. = 2 Total Volume=1,172 cuft,0.027 acft Hydrograph Discharge Table Time 1st Inflow + 2nd Inflow = Outflow (hrs) (cfs) (cfs) (cfs) 11.97 0.07 0.04 0.11 11.98 0.08 0.05 0.14 12.00 0.10 0.07 0.17 12.02 0.12 0.08 0.21 12.03 0.15 0.10 0.25 12.05 0.17 0.12 0.28 12.07 0.18 0.13 0.31 12.08 0.19 0.13 0.32 12.10 0.19 << 0.13 << 0.32 << 12.12 0.18 0.13 0.31 12.13 0.17 0.12 0.29 12.15 0.16 0.11 0.27 12.17 0.15 0.10 0.25 12.18 0.13 0.09 0.23 12.20 0.13 0.09 0.21 12.22 0.12 0.08 0.20 12.23 0.11 0.08 0.19 12.25 0.11 0.08 0.19 12.27 0.11 0.08 0.18 12.28 0.10 0.07 0.18 12.30 0.10 0.07 0.17 12.32 0.10 0.07 0.17 12.33 0.10 0.07 0.16 12.35 0.09 0.07 0.16 12.37 0.09 0.06 0.15 12.38 0.09 0.06 0.15 12.40 0.08 0.06 0.14 12.42 0.08 0.06 0.13 12.43 0.07 0.05 0.13 12.45 0.07 0.05 0.12 12.47 0.07 0.05 0.11 12.48 0.06 0.04 0.11 12.50 0.06 0.04 0.10 ...End Hydrograph Report Page 1 Hyd. No. 8 Areal + 2 + 3 Hydrograph type = Combine Peak discharge = 0.43 cfs Storm frequency = 2 yrs Time interval = 1 min 1 st inflow hyd. No. = 7 2nd inflow hyd. No. = 3 Total Volume=1,556 cuft,0.036 acft Hydrograph Discharge Table Time 1st Inflow + 2nd Inflow = Outflow (hrs) (cfs) (cfs) (cfs) 11.93 0.08 0.03 0.11 11.95 0.09 0.03 0.12 11.97 0.11 0.04 0.15 11.98 0.14 0.05 0.18 12.00 0.17 0.06 0.23 12.02 0.21 0.07 0.28 12.03 0.25 0.08 0.33 12.05 0.28 0.09 0.38 12.07 0.31 0.10 0.41 12.08 0.32 0.11 0.43 12.10 0.32 << 0.11 << 0.43 << 12.12 0.31 0.10 0.42 12.13 0.29 0.10 0.39 12.15 0.27 0.09 0.36 12.17 0.25 0.08 0.33 12.18 0.23 0.08 0.30 12.20 0.21 0.07 0.28 12.22 0.20 0.07 0.27 12.23 0.19 0.06 - 0.26 12.25 0.19 0.06 0.25 12.27 0.18 0.06 0.24 12.28 0.18 0.06 0.24 12.30 0.17 0.06 0.23 12.32 0.17 0.06 0.23 12.33 0.16 0.05 0.22 12.35 0.16 0.05 0.21 12.37 0.15 0.05 0.20 12.38 0.15 0.05 0.20 12.40 0.14 0.05 0.19 12.42 0.13 0.04 0.18 12.43 0.13 0.04 0.17 12.45 0.12 0.04 0.16 12.47 0.11 0.04 0.15 12.48 0.11 0.03 0.14 12.50 0.10 0.03 0.13 12.52 0.09 0.03 0.12 12.53 0.09 0.03 0.11 12.55 0.08 0.03 . 0.11 Continues on next page... Hydrograph Report Page 1 Hyd. No. 9 Areal + 2 + 3 + 4 Hydrograph type = Combine Peak discharge = 0.77 cfs Storm frequency = 2 yrs Time interval = 1 min 1 st inflow hyd. No. = 8 2nd inflow hyd. No. = 4 Total Volume=2,603 cuft,0.060 acft Hydrograph Discharge Table Time 1st Inflow + 2nd Inflow = Outflow (hrs) (cfs) (cfs) (cfs) 11.80 0.04 0.07 0.11 11.82 0.05 0.07 0.12 11.83 0.05 0.08 0.13 11.85 0.06 0.09 0.14 11.87 0.07 0.09 0.16 11.88 0.07 0.10 0.17 11.90 0.08 0.10 0.19 11.92 0.09 0.11 0.20 11.93 0.11 0.12 0.22 11.95 0.12 0.13 0.26 11.97 0.15 0.15 0.30 11.98 0.18 0.18 0.36 12.00 0.23 0.21 0.43 12.02 0.28 0.24 0.52 12.03 0.33 0.28 0.61 12.05 0.38 0.31 0.69 12.07 0.41 0.33 0.74 12.08 0.43 0.33 << 0.77 << 12.10 0.43 << 0.33 0.76 12.12 0.42 0.31 0.73 12.13 0.39 0.28 0.68 12.15 0.36 0.26 0.62 12.17 0.33 0.23 0.56 12.18 0.30 0.21 0.51 12.20 0.28 0.19 0.48 12.22 0.27 0.18 0.45 12.23 0.26 0.17 0.43 12.25 0.25 0.16 0.41 12.27 0.24 0.16 0.40 12.28 0.24 0.15 0.39 12.30 0.23 0.15 0.38 12.32 0.23 0.14 0.37 12.33 0.22 0.14 - 0.36 12.35 0.21 0.13 0.35 12.37 0.20 0.13 0.33 12.38 0.20 0.12 0.32 12.40 0.19 0.12 0.30 12.42 0.18 0.11 0.29 Continues on next page... Areal +2+3+4 Page 2 Hydrograph Discharge Table Time 1st Inflow + 2nd Inflow = Outflow (hrs) (cfs) (cfs) (cfs) 12.43 0.17 0.11 0.28 12.45 0.16 0.10 0.26 12.47 0.15 0.09 0.25 12.48 0.14 0.09 0.23 12.50 0.13 0.08 0.21 12.52 0.12 0.08 0.20 12.53 0.11 0.07 0.18 12.55 0.11 0.06 0.17 12.57 0.10 0.06 0.16 12.58 0.09 0.06 0.15 12.60 0.09 0.05 0.14 12.62 0.09 0.05 0.14 12.63 0.08 0.05 0.14 12.65 0.08 0.05 0.13 12.67 0.08 0.05 0.13 12.68 0.08 0.05 0.13 12.70 0.08 0.05 0.13 12.72 0.08 0.05 0.13 12.73 0.08 0.05 0.13 12.75 0.08 0.05 0.12 12.77 0.08 0.05 0.12 12.78 0.08 0.05 0.12 12.80 0.08 0.04 0.12 12.82 0.07 0.04 0.12 12.83 0.07 0.04 0.12 12.85 0.07 0.04 0.11 12.87 0.07 0.04 0.11 12.88 0.07 0.04 0.11 12.90 0.07 0.04 0.11 12.92 0.07 0.04 0.11 12.93 0.07 0.04 0.11 12.95 0.07 0.04 0.10 12.97 0.06 0.04 0.10 12.98 0.06 0.04 0.10 ...End Hydrograph Report Page 1 Hyd. No. 10 Areal + 2 + 3 + 4 + 5 Hydrograph type = Combine Peak discharge = 1.31 cfs Storm frequency = 2 yrs Time interval = 1 min 1 st inflow hyd. No. = 9 2nd inflow hyd. No. = 5 Total Volume=4,490 cuft,0.103 acft Hydrograph Discharge Table Time 1st Inflow + 2nd Inflow = Outflow (hrs) (cfs) (cfs) (cfs) 11.60 0.03 0.08 0.11 11.62 0.03 0.09 0.12 11.63 0.04 0.09 0.13 11.65 0.04 0.10 0.14 11.67 0.05 0.11 0.15 11.68 0.05 0.12 0.17 11.70 0.06 0.13 0.18 11.72 0.06 0.13 0.20 11.73 0.07 . 0.14 0.21 11.75 0.08 0.15 0.23 11.77 0.09 0.16 0.25 11.78 0.10 0.17 0.27 11.80 0.11 0.17 0.28 11.82 0.12 0.18 0.30 11.83 0.13 0.19 0.32 11.85 0.14 0.20 0.34 11.87 0.16 0.21 0.36 11.88 0.17 0.22 0.39 11.90 0.19 0.22 0.41 11.92 0.20 0.23 0.44 11.93 0.22 0.25 0.47 11.95 0.26 0.27 0.52 11.97 0.30 0.30 0.60 11.98 0.36 0.34 0.70 12.00 0.43 0.39 0.82 12.02 0.52 0.44 0.96 12.03 0.61 0.49 1.10 12.05 0.69 0.53 1.22 12.07 0.74 0.55 << 1.29 12.08 0.77 << 0.54 1.31 << 12.10 0.76 0.52 1.28 12.12 0.73 0.48 1.21 12.13 0.68 0.43 1.11 12.15 0.62 0.38 1.00 12.17 0.56 0.34 0.90 12.18 0.51 0.30 0.82 12.20 0.48 0.28 0.75 12.22 0.45 0.25 0.70 Continues on next page... Areal +2+3+4+5 Page 2 Hydrograph Discharge Table Time 1st Inflow + 2nd Inflow = Outflow (hrs) (cfs) (cfs) (cfs) 12.23 0.43 0.24 0.67 12.25 0.41 0.23 0.64 12.27 0.40 0.22 0.62 12.28 0.39 0.21 0.60 12.30 0.38 0.20 0.58 12.32 0.37 0.19 0.56 12.33 0.36 0.19 0.54 12.35 0.35 0.18 0.52 12.37 0.33 0.17 0.50 12.38 0.32 0.16 0.48 12.40 0.30 0.15 0.46 12.42 0.29 0.14 0.44 12.43 0.28 0.14 0.41 12.45 0.26 0.13 0.39 12.47 0.25 0.12 0.37 12.48 0.23 0.11 0.34 12.50 0.21 0.10 0.32 12.52 0.20 0.10 0.29 12.53 0.18 0.09 0.27 12.55 0.17 0.08 0.25 12.57 0.16 0.08 0.23 12.58 0.15 0.07 0.22 12.60 0.14 0.07 0.21 12.62 0.14 0.07 0.21 12.63 0.14 0.06 0.20 12.65 0.13 0.06 0.20 12.67 0.13 0.06 0.19 12.68 0.13 0.06 0.19 12.70 0.13 0.06 0.19 12.72 0.13 0.06 0.19 12.73 0.13 0.06 0.18 12.75 0.12 0.06 0.18 12.77 0.12 0.06 0.18 12.78 0.12 0.06 0.18 12.80 0.12 0.06 0.17 12.82 0.12 0.05 0.17 12.83 0.12 0.05 0.17 12.85 0.11 0.05 0.17 12.87 0.11 0.05 0.17 12.88 0.11 0.05 0.16 12.90 0.11 0.05 0.16 12.92 0.11 0.05 0.16 12.93 0.11 0.05 0.15 12.95 0.10 0.05 0.15 12.97 0.10 0.05 0.15 12.98 0.10 0.05 0.15 13.00 0.10 0.04 0.14 13.02 0.10 0.04 0.14 13.03 0.10 0.04 0.14 13.05 0.09 0.04 0.14 Continues on next page... Areal +2+3+4+5 Page 3 Hydrograph Discharge Table Time 1st Inflow + 2nd Inflow = Outflow (hrs) (cfs) (cfs). (cfs) 13.07 0.09 0.04 0.14 13.08 0.09 0.04 0.13 13.10 0.09 0.04 0.13 13.12 0.09 0.04 0.13 13.13 0.09 0.04 0.13 13.15 0.09 0.04 0.13 13.17 0.09 0.04 0.13 13.18 0.09 0.04 0.13 13.20 0.09 0.04 0.13 13.22 0.09 0.04 0.13 13.23 0.09 0.04 0.13 13.25 0.09 0.04 0.13 13.27 0.09 0.04 0.13 13.28 0.09 0.04 0.13 13.30 0.09 0.04 0.12 13.32 0.09 0.04 0.12 13.33 0.09 0.04 0.12 13.35 0.09 0.04 0.12 13.37 0.08 0.04 0.12 13.38 0.08 0.04 0.12 13.40 0.08 0.04 0.12 13.42 0.08 0.04 0.12 13.43 0.08 0.04 0.12 13.45 0.08 0.04 0.12 13.47 0.08 0.04 0.12 13.48 0.08 0.04 0.12 13.50 0.08 0.04 0.12 13.52 0.08 0.04 0.12 13.53 0.08 0.03 0.12 13.55 0.08 0.03 0.11 13.57 0.08 0.03 0.11 13.58 0.08 0.03 0.11 13.60 0.08 0.03 0.11 13.62 0.08 0.03 0.11 13.63 0.08 0.03 0.11 13.65 0.08 0.03 0.11 13.67 0.08 0.03 - 0.11 13.68 0.08 0.03 0.11 13.70 0.08 0.03 0.11 13.72 0.08 0.03 0.11 13.73 0.08 0.03 0.11 13.75 0.08 0.03 0.11 13.77 0.07 0.03 0.11 13.78 0.07 0.03 0.11 13.80 0.07 0.03 0.10 13.82 0.07 0.03 0.10 13.83 0.07 0.03 0.10 13.85 0.07 0.03 0.10 13.87 0.07 0.03 0.10 13.88 0.07 0.03 0.10 Continues on next page... Areal +2+3+4+5 Page 4 Hydrograph Discharge Table Time 1st Inflow + 2nd Inflow = Outflow (hrs) (cfs) (cfs) (cfs) 13.90 0.07 0.03 0.10 13.92 0.07 0.03 0.10 ...End �J Hydrograph Report Page 1 Hyd. No. 11 Total Area Hydrograph type = Combine Peak discharge = 1.66 cfs Storm frequency = 2 yrs Time interval = 1 min 1 st inflow hyd. No. = 10 2nd inflow hyd. No. = 6 Total Volume=5,711 cuft,0.131 acft Hydrograph Discharge Table Time 1st Inflow + 2nd Inflow = Outflow (hrs) (cfs) (cfs) (cfs) 11.35 0.07 0.03 0.10 11.37 0.07 0.04 0.10 11.38 0.07 0.04 0.11 11.40 0.07 0.04 0.11 11.42 0.07 0.04 0.11 11.43 0.07 0.04 0.11 11.45 0.07 0.04 0.11 11.47 0.08 0.04 0.11 11.48 0.08 0.04 0.12 11.50 0.08 0.04 0.12 11.52 0.08 0.04 0.12 11.53 0.08 0.04 0.12 11.55 0.09 0.04 0.13 11.57 0.09 0.04 0.14 11.58 0.10 0.05 0.15 11.60 0.11 0.05 0.16 11.62 0.12 0.06 0.17 11.63 0.13 0.06 0.19 11.65 0.14 0.07 0.21 11.67 0.15 0.07 0.23 11.68 0.17 0.08 0.24 11.70 0.18 0.08 0.26 11.72 0,20 0.09 0.28 11.73 0.21 0.09 0.31 11.75 0.23 0.10 0.33 11.77 0.25 0.10 0.35 11.78 0.27 0.11 0.37 11.80 0.28 0.11 0.40 11.82 0.30 0.12 0.42 11.83 0.32 0.12 0.45 11.85 0.34 0.13 0.47 11.87 0.36 0.13 0.50 11.88 0.39 0.14 0.53 11.90 0.41 0.15 0.55 11.92 0.44 0.15 0.59 11.93 0.47 0.16 0.63 11.95 0.52 0.17 0.70 11.97 0.60 0.19 0.79 Continues on next page... Total Area Page 2 Hydrograph Discharge Table Time 1st Inflow + 2nd Inflow = Outflow (hrs) (cfs) (cfs) (cfs) 11.98 0.70 0.22 0.92 12.00 0.82 0.25 1.07 12.02 0.96 0.29 1.25 12.03 1.10 0.32 1.42 12.05 1.22 0.34 1.56 12.07 1.29 0.35 << 1.64 12.08 1.31 << 0.35 1.66 << 12.10 1.28 0.34 1.61 12.12 1.21 0.31 1.52 12.13 1.11 0.28 1.39 12.15 1.00 0.25 1.25 12.17 0.90 0.22 1.12 12.18 0.82 0.20 1.01 12.20 0.75 0.18 0.93 1.2.22 0.70 0.16 0.87 12.23 0.67 0.15 0.82 12.25 0.64 0.15 0.79 12.27 0.62 0.14 0.76 12.28 0.60 0.14 0.74 12.30 0.58 0.13 0.72 12.32 0.56 0.13 0.69 12.33 0.54 0.12 0.66 12.35 0.52 0.12 0.64 12.37 0.50 0.11 0.61 12.38 0.48 0.10 0.58 12.40 0.46 0.10 0.56 12.42 0.44 0.09 0.53 12.43 0.41 0.09 0.50 12.45 0.39 0.08 0.47 12.47 0.37 0.08 0.44 12.48 0.34 0.07 0.41 12.50 0.32 0.07 0.38 12.52 0.29 0.06 0.36 12.53 0.27 0.06 0.33 12.55 0.25 0.05 0.30 12.57 0.23 0.05 0.28 12.58 0.22 0.05 0.27 12.60 0.21 0.04 0.26 12.62 0.21 0.04 0.25 12.63 0.20 0.04 0.24 12.65 0.20 0.04 0.24 12.67 0.19 0.04 0.23 12.68 0.19 0.04 0.23 12.70 0.19 0.04 0.23 12.72 0.19 0.04 0.23 12.73 0.18 0.04 0.22 12.75 0.18 0.04 0.22 12.77 0.18 0.04 0.22 12.78 0.18 0.04 0.21 12.80 0.17 0.04 0.21 Continues on next page... Total Area Page 3 Hydrograph Discharge Table Time 1st Inflow + 2nd Inflow = Outflow (hrs) (cfs) (cfs) (cfs) 12.82 0.17 0.04 0.21 12.83 0.17 0.03 0.20 12.85 0.17 0.03 0.20 12.87 0.17 0.03 0.20 12.88 0.16 0.03 0.20 12.90 0.16 0.03 0.19 12.92 0.16 0.03 0.19 12.93 0.15 0.03 0.19 12.95 0.15 0.03 0.18 12.97 0.15 0.03 0.18 12.98 0.15 0.03 0.18 13.00 0.14 0.03 0.17 13.02 0.14 0.03 0.17 13.03 0.14 0.03 0.17 13.05 0.14 0.03 0.16 13.07 0.14 0.03 0.16 13.08 0.13 0.03 0.16 13.10 0.13 0.03 0.16 13.12 0.13 0.03 0.16 13.13 0.13 0.03 0.16 13.15 0.13 0.03 0.16 13.17 0.13 0.03 0.16 13.18 0.13 0.03 0.15 13.20 0.13 0.03 0.15 13.22 0.13 0.03 0.15 13.23 0.13 0.03 0.15 13.25 0.13 0.03 0.15 13.27 0.13 0.02 0.15 13.28 0.13 0.02 0.15 13.30 0.12 0.02 0.15 13.32 0.12 0.02 0.15 13.33 0.12 0.02 0.15 13.35 0.12 0.02 0.15 13.37 0.12 0.02 0.15 13.38 0.12 0.02 0.15 13.40 0.12 0.02 0.14 13.42 0.12 0.02 0.14 13.43 0.12 0.02 0.14 13.45 0.12 0.02 0.14 13.47 0.12 0.02 0.14 13.48 0.12 0.02 0.14 13.50 0.12 0.02 0.14 13.52 0.12 0.02 0.14 13.53 0.12 0.02 0.14 13.55 0.11 0.02 0.14 13.57 0.11 0.02 0.14 13.58 0.11 0.02 0.14 13.60 0.11 0.02 0.13 13.62 0.11 0.02 0.13 13.63 0.11 0.02 0.13 Continues on next page... Total Area Page 4 Hydrograph Discharge Table Time 1st Inflow + 2nd Inflow = Outflow (hrs) (cfs) (cfs) (cfs) 13.65 0.11 0.02 0.13 13.67 0.11 0.02 0.13 13.68 0.11 0.02 0.13 13.70 0.11 0.02 0.13 13.72 0.11 0.02 0.13 13.73 0.11 0.02 0.13 13.75 0.11 0.02 0.13 13.77 0.11 0.02 0.13 13.78 0.11 0.02 0.13 13.80 0.10 0.02 0.13 13.82 0.10 0.02 0.12 13.83 0.10 0.02 0.12 13.85 0.10 0.02 0.12 13.87 0.10 0.02 0.12 13.88 0.10 0.02 0.12 13.90 0.10 0.02 0.12 13.92 0.10 0.02 0.12 13.93 0.10 0.02 0.12 13.95 0.10 0.02 0.12 13.97 0.10 0.02 0.12 13.98 0.10 0.02 0.12 14.00 0.10 0.02 0.12 14.02 0.10 0.02 0.11 14.03 0.10 0.02 0.11 14.05 0.09 0.02 0.11 14.07 0.09 0.02 0.11 14.08 0.09 0.02 0.11 14.10 0.09 0.02 0.11 14.12 0.09 0.02 0.11 14.13 0.09 0.02 0.11 14.15 0.09 0.02 0.11 14.17 0.09 0.02 0.11 14.18 0.09 0.02 0.11 14.20 0.09 0.02 0.11 14.22 0.09 0.02 0.11 14.23 0.09 0.02 0.11 14.25 0.09 0.02 0.11 14.27 0.09 0.02 0.11 14.28 0.09 0.02 0.11 14.30 0.09 0.02 0.11 14.32 0.09 0.02 0.11 14.33 0.09 0.02 0.11 14.35 0.09 0.02 0.10 14.37 0.09 0.02 0.10 14.38 0.09 0.02 0.10 14.40 0.09 0.02 0.10 14.42 0.09 0.02 0.10 14.43 0.09 0.02 0.10 14.45 0.09 0.02 0.10 14.47 0.09 0.02 0.10 Continues on next page... j., Total Area Page 5 Hydrograph Discharge Table Time 1st Inflow + 2nd Inflow = Outflow (hrs) (cfs) (cfs) (cfs) 14.48 0.09 0.02 0.10 14.50 0.09 0.02 0.10 14.52 0.09 0.02 0.10 14.53 0.08 0.02 0.10 14.55 0.08 0.02 0.10 ...End Hydrograph Report Page 1 Hyd. No. 12 Drywells Hydrograph type = Reservoir Peak discharge = 0.63 cfs Storm frequency = 2 yrs Time interval = 1 min Inflow hyd. No. = 11 Reservoir name = Eight 8ft Dia. Max. Elevation = 2.63 ft Max. Storage = 1,324 cuft Storage Indication method used. Total Volume=5,664 tuft,0.130 acft Hydrograph Discharge Table Time Inflow Elevation Culy.A Culv. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 11.68 0.24 0.43 ----- ----- ----- ----- ----- ----- 0.10 11.70 0.26 0.44 ----- ----- ----- ---- ----- ----- 0.11 11.72 0.28 0.46 ----- ----- ----- ----- ----- ----- 0.11 11.73 0.31 0.48 ----- ----- ----- ----- ----- ----- 0.12 11.75 0.33 0.51 ----- ----- ----- ----- ----- ----- 0.12 11.77 0.35 0.53 ----- ----- ----- ----- ----- ----- 0.13 11.78 0.37 0.56 ----- ----- ----- ----- ----- ----- 0.13 11.80 0.40 0.59 ----- ----- ----- ----- ----- ----- 0.14 11.82 0.42 0.62 ----- ----- ----- ----- ----- ----- 0.15 11.83 0.45 0.66 ----- ----- ----- ----- ----- ----- 0.16 11.85 0.47 0.69 ----- ----- ----- ----- ----- ----- 0.17 11.87 0.50 0.73 ----- ----- ----- ----- ----- ----- 0.17 11.88 0.53 0.77 ----- ----- ----- ----- ----- ----- 0.18 11.90 0.55 0.81 ----- ----- ----- ----- ----- ----- 0.19 11.92 0.59 0.85 ----- ----- ----- ----- ----- ----- 0.20 11.93 0.63 0.90 ----- ----- ----- ----- ----- ----- 0.22 11.95 0.70 0.95 ----- ----- ----- ----- ----- ----- 0.23 11.97 0.79 1.01 ----- ----- ----- ----- ----- ----- 0.24 11.98 0.92 1.09 ----- ------ ----- ----- ----- ----- 0.26 12.00 1.07 1.17 ----- ----- ----- ----- ----- ----- 0.28 12.02 1.25 1.28 ----- ----- ----- ----- ----- ----- 0.31 12.03 1.42 1.40 ----- ----- ----- ----- ----- ----- 0.34 12.05 1.56 1.53 ----- ----- ----- ----- ----- ----- 0.37 12.07 1.64 1.68 ----- ----- ----- ----- ----- ----- 0.40 12.08 1.66 << 1.82 ----- ----- ----- ----- ----- ----- 0.44 12.10 1.61 1.96 ----- ----- ----- ----- ----- ----- 0.47 12.12 1.52 2.09 ----- ----- ----- ----- ----- ----- 0.50 12.13 1.39 2.20 ----- ----- ----- ----- ----- ----- 0.53 12.15 1.25 2.30 ----- ----- ----- ----- ----- ----- 0.55 12.17 1.12 2.37 ----- ----- ----- ----- ----- ----- 0.57 12.18 1.01 2.43 ----- ----- ----- ----- ----- ----- 0.58 12.20 0.93 2.47 ----- ----- ----- ----- ----- ----- 0.59 12.22 0.87 2.51 ----- ----- ----- ----- ----- ----- 0.60 12.23 0.82 2.54 ----- ----- ----- ----- ----- ----- 0.61 12.25 0.79 2.56 ----- ----- ------ ----- ----- ----- 0.61 12.27 0.76 2.58 ----- ----- ----- ----- ----- ----- 0.62 12.28 0.74 2.60 ----- ----- ----- ----- ----- ----- 0.62 12.30 0.72 2.61 ----- •----- ----- ----- ----- ----- 0.63 Continues on next page... Ga Z Drywells Page 2 Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 12.32 0.69 2.62 ----- `----- ----- ----- ----- ----- 0.63 12.33 0.66 2.62 ----- ----- ----- ----- ----- ----- 0.63 12.35 0.64 2.63 ----- ----- ----- ----- ----- ----- 0.63 << 12.37 0.61 2.63 ----- ----- ----- ----- ----- ----- 0.63 12.38 0.58 2.62 ----- ----- ----- ----- ----- ----- 0.63 12.40 0.56 2.61 ----- ----- ----- ----- ----- ----- 0.63 12.42 0.53 2.61 ----- ----- ----- ----- ----- ----- 0.63 12.43 0.50 2.59 ----- ----- ----- ----- ----- ----- 0.62 12.45 0.47 2.58 ----- ----- ----- ----- ----- ----- 0.62 12.47 0.44 2.56 ----- ----- ----- ----- ----- ----- 0.61 12.48 0.41 2.54 ----- ----- ----- ----- ----- ----- 0.61 12.50 0.38 2.51 ----- ----- ----- ----- ----- ----- 0.60 12.52 0.36 2.48 ----- ----- ----- ----- ----- ----- 0.60 12.53 0.33 2.45 ----- ----- ----- ----- ----- ----- 0.59 12.55 0.30 2.42 ----- ----- ----- ----- ----- ----- 0.58 12.57 0.28 2.39 ----- ----- ----- ----- ----- ----- 0.57 12.58 0.27 2.35 ----- ----- ----- ----- ----- ----- 0.56 12.60 0.26 2.32 ----- ----- ----- ----- ----- ----- 0.56 12.62 0.25 2.28 ----- ----- ----- ----- ----- ----- 0.55 12.63 0.24 2.25 ---- ----- ----- ----- ----- ----- 0.54 12.65 0.24 2.21 ----- ----- ----- ----- ----- ----- 0.53 12.67 0.23 2.18 ----- ----- ----- ----- ----- ----- 0.52 12.68 0.23 2.14 ----- ----- ----- ----- ----- ----- 0.51 12.70 0.23 2.11 ----- ----- ----- ----- ----- ----- 0.51 12.72 0.23 2.08 ----- ----- ----- ----- ----- ----- 0.50 12.73 0.22 2.04 ----- ----- ----- ----- ----- ----- 0.49 12.75 0.22 2.01 ----- ----- ----- ----- ----- ----- 0.48 12.77 0.22 1.98 ----- ----- ----- ----- ----- ----- 0.48 12.78 0.21 1.95 ----- ----- ----- ----- ----- ----- 0.47 12.80 0.21 1.92 ----- ----- ----- ----- ----- ----- 0.46 12.82 0.21 1.89 ----- ----- ----- ----- ----- ----- 0.45 12.83 0.20 1.86 ----- ----- ----- ----- ----- ----- 0.45 12.85 0.20 1.83 ----- ----- ----- ----- ----- ----- 0.44 12.87 0.20 1.81 ----- ----- ----- ----- ----- ----- 0.43 12.88 0.20 1.78 ----- ----- ----- ----- ----- ----- 0.43 12.90 0.19 1.75 ----- ----- ----- ----- ----- ----- 0.42 12.92 0.19 1.72 ----- ----- ----- ----- ----- ----- 0.41 12.93 0.19 1.70 ----- ----- ----- ----- ----- ----- 0.41 12.95 0.18 1.67 ----- ------ ----- ----- ----- ----- 0.40 12.97 0.18 1.65 ----- ----- ----- ----- ----- ----- 0.39 12.98 0.18 1.62 ----- ----- ----- ----- ----- ----- 0.39 13.00 0.17 1.60 ----- ----- ----- ----- ----- ----- 0.38 13.02 0.17 1.57 ----- ----- ----- ----- ----- ----- 0.38 13.03 0.17 1.55 ----- ----- ----- ----- ----- ----- 0.37 13.05 0.16 1.52 ----- ----- ----- ----- ----- ----- 0.37 13.07 0.16 1.50 ----- ----- ----- ----- ----- ----- 0.36 13.08 0.16 1.47 ----- ----- ----- ----- ----- ----- 0.35 13.10 0.16 1.45 ----- ----- ----- ----- ----- ----- 0.35 13.12 0.16 1.43 ----- ----- ----- ----- ----- ----- 0.34 13.13 0.16 1.41 ----- ----- ----- ----- ----- ----- 0.34 Continues.on next page... Drywells Page 3 Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy. B. Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (Cfs) (cfs) (cfs) (cfs) (cfs) 13.15 0.16 1.39 ----- ----- ----- ----- ----- ----- 0.33 13.17 0.16 1.37 ----- ----- ----- ----- ----- ----- 0.33 13.18 0.15 1.35 ----- ----- ----- ----- ----- ----- 0.32 13.20 0.15 1.33 ---- ----- ----- ----- ----- ----- 0.32 13.22 0.15 1.31 ----- ----- ----- ----- ----- ----- 0.31 13.23 0.15 1.29 ----- ----- ----- ----- ----- ----- 0.31 13.25 0.15 1.27 ---- ----- ----- ----- ----- ----- 0.30 13.27 0.15 1.25 ----- ------ ----- ----- ---- ----- 0.30 13.28 0.15 1.23 ----- ----- ----- ----- ----- ----- 0.30 13.30 0.15 1.22 ---- ----- ----- ----- ----- ----- 0.29 13.32 0.15 1.20 ----- ----- ----- ----- ----- ----- 0.29 13.33 0.15 1.18 ----- ----- ----- ----- ----- ----- 0.28 13.35 0.15 1.17 ----- ----- ----- ----- ----- ----- 0.28 13.37 0.15 1.15 ----- ----- ----- ----- ----- ----- 0.28 13.38 0.15 1.14 ----- ----- ----- ----- ---- ----- 0.27 13.40 0.14 1.12 ----- ----- ----- ----- ----- ----- 0.27 13.42 0.14 1.11 ----- ----- ----- ----- ----- ----- 0.27 13.43 0.14 1.09 ----- ----- ----- ----- ----- ----- 0.26 13.45 0.14 1.08 ----- ----- ----- ----- ----- ----- 0.26 13.47 0.14 1.06 ----- ----- ----- ----- ----- ----- 0.26 13.48 0.14 1.05 ----- ----- ----- ----- ----- ----- 0.25 13.50 0.14 1.04 ----- ----- ----- ----- ----- ----- 0.25 13.52 0.14 1.02 ----- ----- ----- ----- ----- ----- 0.25 13.53 0.14 1.01 ----- ---- ----- ----- ----- ----- 0.24 13.55 0.14 1.00 ----- ----- ----- ----- ----- ----- 0.24 13.57 0.14 0.99 ----- ----- ----- ----- ----- ----- 0.24 13.58 0.14 0.98 ----- ------ ----- ----- ----- ----- 0.23 13.60 0.13 0.96 ----- ----- ----- ----- ----- ----- 0.23 13.62 0.13 0.95 ----- ----- ----- ----- ----- ----- 0.23 13.63 0.13 0.94 ----- ----- ----- ----- ----- ----- 0.23 13.65 0.13 0.93 ----- ----- ----- ----- ----- ----- 0.22 13.67 0.13 0.92 ----- ----- ----- ----- ----- ----- 0.22 13.68 0.13 0.91 ----- ----- ----- ----- ----- ----- 0.22 13.70 0.13 0.90 ----- ----- ----- ----- ----- ----- 0.22 13.72 0.13 0.89 ----- ----- ----- ----- ----- ----- 0.21 13.73 0.13 0.88 ----- ----- ----- ----- ----- ----- 0.21 13.75 0.13 0.87 ----- ----- ----- ----- ----- ----- 0.21 13.77 0.13 0.86 ----- ----- ----- ----- ----- ----- 0.21 13.78 0.13 0.85 ----- ----- ----- ----- ----- ----- 0.20 13.80 0.13 0.84 ----- ----- ----- ----- ----- ----- 0.20 13.82 0.12 0.83 ----- ----- ----- ----- ----- ----- 0.20 13.83 0.12 0.82 ----- ----- ----- ----- ----- ----- 0.20 13.85 0.12 0.81 ----- ----- ----- ----- ----- ----- 0.20 13.87 0.12 0.81 ----- ----- ----- ----- ----- ----- 0.19 13.88 0.12 0.80 ----- ----- ----- ----- ----- ----- 0.19 13.90 0.12 0.79 ----- .----- ----- ----- ----- ----- 0.19 13.92 0.12 0.78 ----- ----- ----- ----- ----- ----- 0.19 13.93 0.12 0.77 ----- ----- ----- ----- ----- ----- 0.19 13.95 0.12 0.77 ----- ----- ----- ----- ----- ----- 0.18 13.97 0.12 0.76 ----- ----- ----- ----- ----- ----- 0.18 Continues on next page... f'o' DWells Page 4 Hydrograph Discharge Table Time Inflow Elevation CUIV.A Culy. B Culy.C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 13.98 0.12 0.75 ----- ----- ----- ----- ----- ----- 0.18 14.00 0.12 0.74 ----- ----- ----- ----- ----- ----- 0.18 14.02 0.11 0.73 ----- ----- ----- ----- ----- ----- 0.18 14.03 0.11 0.73 ----- ----- ----- ----- ----- ----- 0.17 14.05 0.11 0.72 ----- ----- ----- ----- ----- ----- 0.17 14.07 0.11 0.71 ----- ----- ----- ----- ----- ----- 0.17 14.08 0.11 0.71 ----- ----- ----- ----- ----- ----- 0.17 14.10 0.11 0.70 ----- ----- ----- ----- ----- ----- 0.17 14.12 0.11 0.69 ----- ----- ----- ----- ----- ----- 0.17 14.13 0.11 0.69 ----- ----- ----- ----- ----- ----- 0.16 14.15 0.11 0.68 ----- ----- ----- ----- ----- ----- 0.16 14.17 0.11 0.67 ----- ----- ----- ----- ----- ----- 0.16 14.18 0.11 0.67 ----- ----- ----- ----- ----- ----- 0.16 14.20 0.11 0.66 ----- ----- ----- ----- ----- ----- 0.16 14.22 0.11 0.66 ----- ------ ----- ----- ----- ----- 0.16 14.23 0.11 0.65 ----- ----- ----- ----- ----- ----- 0.16 14.25 0.11 0.64 ----- ----- ----- ----- ----- ----- 0.15 14.27 0.11 0.64 ----- ----- ----- ----- ----- ----- 0.15 -- 14.28 0.11 0.63 ----- ----- ----- ----- ----- ----- 0.15 14.30 0.11 0.63 ----- ----- ----- ----- ----- ----- 0.15 14.32 0.11 0.62 ----- ----- ----- ----- ----- ----- 0.15 14.33 0.11 0.62 ----- ----- ----- ----- ----- ----- 0.15 14.35 0.10 0.61 ----- ----- ----- ----- ---- ----- 0.15 14.37 0.10 0.61 ----- ----- ----- ----- ----- ----- 0.15 14.38 0.10 0.60 ----- ----- ----- ----- ----- ----- 0.14 14.40 0.10 0.60 ----- ----- ----- ----- ----- ----- 0.14 14.42 0.10 0.59 ----- ----- ----- ----- ----- ----- 0.14 14.43 0.10 0.59 ----- ----- ----- ----- ----- ----- 0.14 14.45 0.10 0.58 ----- ----- ----- ----- ----- ----- 0.14 14.47 0.10 0.58 ----- ----- ----- ----- ----- ----- 0.14 14.48 0.10 0.57 ----- ----- ----- ----- ----- ----- 0.14 14.50 0.10 0.57 ----- ----- ----- ----- ----- ----- 0.14 14.52 0.10 0.57 ----- ----- ----- ----- ----- ----- 0.14 14.53 0.10 0.56 ----- •----- ----- ----- ----- ----- 0.13 14.55 0.10 0.56 ----- ----- ----- ----- ----- ----- 0.13 14.57 0.10 0.55 ----- ----- ----- ----- ----- ----- 0.13 14.58 0.10 0.55 ----- ----- ----- ----- ----- ----- 0.13 14.60 0.10 0.55 ----- ----- ----- ----- ----- ----- 0.13 14.62 0.10 0.54 ----- ----- ----- ----- ----- ----- 0.13 14.63 0.10 0.54 ----- ----- ----- ----- ----- ----- 0.13 14.65 0.10 0.54 ----- ----- ----- ----- ----- ----- 0.13 14.67 0.10 0.53 ----- ----- ----- ----- ----- ----- 0.13 14.68 0.10 0.53 ----- ----- ----- ----- ----- ----- 0.13 14.70 0.10 0.52 ----- ----- ----- ----- ----- ----- 0.13 14.72 0.10 0.52 ----- ----- ----- ----- ----- ----- 0.13 14.73 0.10 0.52 ----- ----- ----- ----- ----- ----- 0.12 14.75 0.10 0.51 ----- ----- ----- ----- ----- ----- 0.12 14.77 0.09 0.51 ----- ----- ----- ----- ----- ----- 0.12 14.78 0.09 0.51 ----- ----- ----- ----- ----- ----- 0.12 14.80 0.09 0.50 ----- ----- ----- ----- ----- ----- 0.12 Continues on next page... DWells Page 5 Hydrograph Discharge Table Time Inflow Elevation Culy.A Culy. B Culy. C Weir A Weir B Weir C Outflow (hrs) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (Cfs) (cfs) 14.82 0.09 0.50 ---- ----- ----- ----- ----- ----- 0.12 14.83 0.09 0.50 ----- ----- ----- ----- ----- ----- 0.12 14.85 0.09 0.50 ----- ------ ----- ----- ----- ----- 0.12 14.87 0.09 0.49 ----- ----- ----- ----- ----- ----- 0.12 14.88 0.09 0.49 ----- ----- ----- ----- ----- ----- 0.12 14.90 0.09 0.49 ----- ----- ----- ----- ----- ----- 0.12 14.92 0.09 0.48 ----- ----- ----- ----- ----- ----- 0.12 14.93 0.09 0.48 ----- ----- ----- ----- ----- ----- 0.12 14.95 0.09 0.48 ----- ----- ----- ----- ----- ----- 0.11 14.97 0.09 0.47 ----- ----- ----- ----- ----- ----- 0.11 14.98 0.09 0.47 ----- ----- ----- ----- ----- ----- 0.11 15.00 0.09 0.47 ----- ----- ----- ----- ----- ----- 0.11 15.02 0.09 0.47 ----- ----- ----- ----- ----- ----- 0.11 15.03 0.09 0.46 ----- ----- ----- ----- ----- ----- 0.11 15.05 0.09 0.46 ----- ----- ----- ----- ----- ----- 0.11 15.07 0.09 0.46 ----- ----- ----- ----- ----- ----- 0.11 15.08 0.09 0.46 ----- ----- ----- ----- ----- ----- 0.11 15.10 0.09 0.45 ----- ----- ----- ----- ----- ----- 0.11 15.12 0.09 0.45 ----- ----- ----- ----- ----- ----- 0.11 15.13 0.09 0.45 ----- ----- ----- ----- ----- ----- 0.11 15.15 0.09 0.44 ----- ----- ----- ----- ----- ----- 0.11 15.17 0.09 0.44 ----- •----- ----- ----- ----- ----- 0.11 15.18 0.08 0.44 ----- ----- ----- ----- ----- ---- 0.11 15.20 0.08 0.44 ----- ----- ----- ----- ----- ----- 0.10 15.22 0.08 0.44 ----- ----- ----- ----- ----- ----- 0.10 15.23 0.08 0.43 ----- ----- ----- ----- ----- ----- 0.10 15.25 0.08 0.43 ----- ----- ----- ----- ----- ----- 0.10 15.27 0.08 0.43 ----- ----- ----- ----- ----- ----- 0.10 15.28 0.08 0.43 ----- ----- ----- ----- ----- ----- 0.10 15.30 0.08 0.42 ----- ----- ----- ----- ----- ----- 0.10 15.32 0.08 0.42 ----- ----- ----- ----- ----- ----- 0.10 15.33 0.08 0.42 ----- ----- ----- ----- ----- ----- 0.10 ...End Reservoir Report Page 1 Reservoir No. 8 Eight 8ft Dia. Drywells Culvert/ Orifice Structures Weir Structures [A] [Bl [C] [A] [B] [C] Rise(in) = 0.0 0.0 0.0 Crest Len (ft) = 0.0 0.0 0.0 Span (in) = 0.0 0.0 0.0 Crest El. (ft) = 0.00 0.00 0.00 No. Barrels = 0 0 0 Weir Coeff. = 0.00 0.00 0.00 Invert El.(ft) = 0.00 0.00 0.00 Eqn. Exp. = 0.00 0.00 0.00 Length (ft) = 0.0 0.0 0.0 Multi-Stage = Slope (%) = 0.00 0.00 0.00 N-Value = .000 .000 .000 Orif. Coeff. = 0.00 0.00 0.00 Multi-Stage = ----- Tailwater Elevation = 0.00 ft Note:All outflows have been analyzed under inlet and outlet control. Stage / Storage / Discharge Table Stage Storage Elevation Culy.A Culy. B Culy. C Weir A Weir B Weir C Discharge (ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.0 00 0.00 --- --- --- --- --- --- 0.00 0.1 50 0.10 --- --- --- --- --- --- 0.02 0.2 101 0.20 --- --- --- --- --- --- 0.05 0.3 151 0.30 --- --- --- --- --- --- 0.07 0.4 202 0.40 --- --- --- --- --- --- 0.10 0.5 252 0.50 --- --- --- --- --- --- 0.12 0.6 302 0.60 --- --- --- --- --- --- 0.14 0.7 353 0.70 --- --- --- --- --- --- 0.17 0.8 403 0.80 --- --- --- --- --- --- 0.19 0.9 454 0.90 --- --- --- --- --- --- 0.22 1.0 504 1.00 --- --- --- --- --- --- 0.24 1.1 554 1.10 --- --- --- --- -- --- 0.26 1.2 605 1.20 --- --- --- --- --- --- 0.29 1.3 655 1.30 --- --- --- --- --- --- 0.31 1.4 706 1.40 --- --- --- --- --- --- 0.34 1.5 756 1.50 --- --- --- --- --- --- 0.36 1.6 806 1.60 --- --- --- --- --- --- 0.38 1.7 857 1.70 --- --- --- --- --- --- 0.41 1.8 907 1.80 --- --- --- --- --- --- 0.43 1.9 958 1.90 --- --- --- --- --- --- 0.46 2.0 1,008 2.00 --- --- --- --- --- --- 0.48 2.1 1,058 2.10 --- --- --- --- --- --- 0.50 2.2 1,109 2.20 --- --- --- --- --- --- 0.53 2.3 1,159 2.30 --- --- --- --- --- --- 0.55 2.4 1,210 2.40 --- --- --- --- --- --- 0.58 2.5 1,260 2.50 --- --- --- --- --- --- 0.60 Continues on next page... Reservoir Report Page 1 Reservoir No. 8 Eight 8ft Dia. Drywells Culvert/ Orifice Structures Weir Structures [A] [B] [C] [A] [B] [C] Rise (in) = 0.0 0.0 0.0 Crest Len (ft) = 0.0 0.0 0.0 Span (in) = 0.0 0.0 0.0 Crest El. (ft) = 0.00 0.00 0.00 No. Barrels = 0 0 0 Weir Coeff. = 0.00 0.00 0.00 Invert El. (ft) = 0.00 0.00 0.00 Eqn. Exp. = 0.00 0.00 0.00 Length (ft) = 0.0 0.0 0.0 Multi-Stage = Slope (%) = 0.00 0.00 0.00 N-Value = .000 .000 .000 Orif.Coeff. = 0.00 0.00 0.00 Multi-Stage = ----- Tailwater Elevation = 0.00 ft Note:All outflows have been analyzed under inlet and outlet control. Stage / Storage / Discharge Table Stage Storage Elevation Culy.A Culy. B Culy. C Weir A Weir B Weir C Discharge (ft) (tuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.0 00 0.00 --- --- --- --- --- --- 0.00 0.1 50 0.10 --- --- --- --- --- --- 0.02 0.2 101 0.20 --- --- --- --- --- --- 0.05 0.3 151 0.30 --- --- --- --- --- --- 0.07 0.4 202 0.40 --- --- --- --- --- --- 0.10 0.5 252 0.50 --- --- --- --- --- --- 0.12 0.6 302 0.60 --- --- --- --- --- --- 0.14 0.7 353 0.70 --- --- --- --- --- --- 0.17 0.8 403 0.80 --- --- --- --- --- --- 0.19 0.9 454 0.90 --- --- --- --- --- --- 0.22 1.0 504 1.00 --- --- --- --- --- --- 0.24 1.1 554 1.10 --- --- --- --- --- --- 0.26 1.2 605 1.20 --- --- --- --- --- --- 0.29 1.3 655 1.30 --- --- --- --- --- --- 0.31 1.4 706 1.40 --- --- --- --- --- --- 0.34 1.5 756 1.50 --- --- --- --- --- --- 0.36 1.6 806 1.60 --- --- --- --- --- --- 0.38 1.7 857 1.70 --- --- --- --- --- --- 0.41 1.8 907 1.80 --- --- --- --- --- --- 0.43 1.9 958 1.90 --- --- --- --- --- --- 0.46 2.0 1,008 2.00 --- --- --- --- --- --- 0.48 2.1 1,058 2.10 --- --- --- --- --- --- 0.50 2.2 1,109 2.20 --- --- --- --- --- --- 0.53 2.3 1,159 2.30 --- --- --- --- --- --- 0.55 2.4 1,210 2.40 --- --- --- --- --- --- 0.58 2.5 1,260 2.50 --- --- --- --- 0.60 Continues.on next page... Eight 8ft Dia.Dells Page 2 Stage / Storage / Discharge Table Stage Storage Elevation Culy.A Culy. B Culy. C Weir A Weir B Weir C Discharge (ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 2.6 1,310 2.60 --- --- --- --- --- --- 0.62 2.7 1,361 2.70 --- --- --- --- --- --- 0.65 2.8 1,411 2.80 --- --- --- --- --- --- 0.67 2.9 1,462 2.90 --- --- --- --- --- --- 0.70 3.0 1,512 3.00 --- --- --- --- --- --- 0.72 3.1 1,562 3.10 --- --- --- --- --- --- 0.74 3.2 1,613 3.20 --- --- --- --- --- --- 0.77 3.3 1,663 3.30 --- --- --- --- --- --- 0.79 3.4 1,714 3.40 --- --- --- --- --- --- 0.82 3.5 1,764 3.50 --- --- --- --- --- --- 0.84 3.6 1,814 3.60 --- --- --- --- --- --- 0.86 3.7 1,865 3.70 --- --- --- --- --- --- 0.89 3.8 1,915 3.80 --- --- --- --- --- --- 0.91 3.9 1,966 3.90 --- --- --- --- --- --- 0.94 4.0 2,016 4.00 --- --- --- --- --- --- 0.96 4.1 2,066 4.10 --- --- --- --- --- --- 0.98 4.2 2,117 4.20 --- --- --- --- --- --- 1.01 4.3 2,167 4.30 --- --- --- --- --- --- 1.03 4.4 2,218 4.40 --- --- --- --- --- --- 1.06 4.5 2,268 4.50 --- --- --- --- --- --- 1.08 4.6 2,318 4.60 --- --- --- --- --- --- 1.10 4.7 2,369 4.70 --- --- --- --- --- --- 1.13 4.8 2,419 4.80 --- --- --- --- --- --- 1.15 4.9 2,470 4.90 --- --- --- --- --- --- 1.18 5.0 2,520 5.00 --- --- --- --- --- --- 1.20 5.1 2,570 5.10 --- --- --- --- --- --- 1.22 5.2 2,621 5.20 --- --- --- --- --- --- 1.25 5.3 2,671 5.30 --- --- --- --- --- --- 1.27 5.4 2,722 5.40 --- --- --- --- --- --- 1.30 5.5 2,772 5.50 --- --- --- --- --- --- 1.32 5.6 2,822 5.60 --- --- --- --- --- --- 1.34 5.7 2,873 5.70 --- --- --- --- --- --- 1.37 5.8 2,923 5.80 --- --- --- --- --- --- 1.39 5.9 2,974 5.90 --- --- --- --- --- --- 1.42 6.0 3,024 6.00 --- --- --- --- --- --- 1.44 6.1 3,074 6.10 --- --- --- --- --- --- 1.46 6.2 3,125 6.20 --- --- --- --- --- --- 1.49 6.3 3,175 6.30 --- --- --- --- --- --- 1.51 6.4 3,226 6.40 --- --- --- --- --- --- 1.54 6.5 3,276 6.50 --- --- --- --- --- --- 1.56 6.6 3,326 6.60 --- --- --- --- --- --- 1.58 6.7 3,377 6.70 --- --- --- --- --- --- 1.61 6.8 3,427 6.80 --- --- --- --- --- --- 1.63 6.9 3,478 6.90 --- --- --- --- --- --- 1.66 7.0 3,528 7.00 --- --- --- --- --- --- 1.68 7.1 3,578 7.10 --- --- --- --- --- --- 1.70 7.2 3,629 7.20 --- --- --- --- --- --- 1.73 7.3 3,679 7.30 --- --- --- --- --- --- 1.75 7.4 3,730 7.40 --- --- --- --- --- --- 1.78 7.5 3,780 7.50 --- --- --- --- --- --- 1.80 Continues on next page... Eight 8ft Dia.Drywelis Page 3 Stage / Storage / Discharge Table Stage Storage Elevation Culy.A Culy.B Culy.C Weir A Weir B Weir C Discharge (ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 7.6 3,830 7.60 --- --- --- --- --- --- 1.82 7.7 3,881 7.70 --- --- --- --- -- --- 1.85 7.8 3,931 7.80 --- --- --- --- --- --- 1.87 7.9 3,982 7.90 --- --- --- --- --- --- 1.90 8.0 4,032 8.00 --- --- --- --- --- --- 1.92 f%<.J Catch Basin Drainage Areas Dr well Analysis (with a connection to Sullivan Ave.) Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type now interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft) 1 SCS Runoff 0.2 1 726 0.02 2 ---- ------ ------ Area 1 2 SCS Runoff 0.1 1 726 0.01 2 ---- ------ ------ Area 2 3 SCS Runoff 0.1 1 726 0.01 2 ---- ------ ------ Area 3 4 SCS Runoff 0.3 1 725 0.02 2 ---- ------ ------ Area 4 5 SCS Runoff 0.5 1 724 0.04 2 ---- ------ ------ Area 5 6 SCS Runoff 0.4 1 724 0.03 2 ---- ------ ------ Area 6 7 Combine 0.3 1 726 0.03 2 1 +2 ------ ------ Area 1 +2 8 Combine 0.4 1 726 0.04 2 7+3 ------ ------ Areal +2+3 9 Combine 0.8 1 725 0.06 2 8+4 ------ ----- Areal +2+3 10 Combine 1.1 1 725 0.09 2 9+6 Areal +2+3 11 Reservoir 0.4 1 743 0.09 2 10 1.74 877 Drywells Proj. file: 925DRY2.GPW OF file: SAMPLE.OF Run date: 03-10-1997 i Hydrograph Summary Report Page , Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuff) 1 SCS Runoff 0.5 1 725 0.04 10 ---- ------ ------ Area 1 2 SCS Runoff 0.4 1 725 0.03 10 ---- ------ ------ Area 2 3 SCS Runoff 0.3 1 725 0.02 10 ---- ------ ------ Area 3 4 SCS Runoff 0.7 1 725 0.05 10 ---- ------ ------ Area 4 .5 SCS Runoff 0.8 1 724 0.07 10 ---- ------ ------ Area 5 6 SCS Runoff 0.5 1 724 0.04 10 ---- ------ ------ Area 6 7 Combine 0.8 1 725 0.06 10 1 +2 ------ ------ Area 1 +2 8 Combine 1.1 1 725 0.08 10 7+3 ------ ------ Area 1 +2+3 9 Combine 1.8 1 725 0.13 10 8+4 ------ Area 1 +2+3 10 Combine 2.3 1 725 0.17- 10 9+6 Area 1 +2+3 11 Reservoir 0.9 1 741 0.17 10 10 3.60 1817 Drywells Proj. file: 925DRY2.GPW OF file- SAMPLEADF Run date: 03-10-1997 Hydrograph Summary Report Page Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft) 1 SCS Runoff 0.7 1 725 0.05 25 ---- ------ ------ Area 1 2 SCS Runoff 0.5 1 725 0.04 25 ---- ------ ------ Area 2 3 SCS Runoff 0.4 1 725 0.03 25 ---- ----- ------ Area 3 4 SCS Runoff 0.8 1 725 0.06 25 ---- ------ ------ Area 4 5 SCS Runoff 0.9 1 724 0.08 25 ---- ------ ------ Area 5 6 SCS Runoff 0.6 1 724 0.05 25 ---- ----- ------ Area 6 7 Combine 1.2 1 725 0.08 25 1 +2 ------ ------ Area 1 +2 8 Combine 1.5 1 725 0.11 25 7+3 ------ ------ Area 1 +2+3 9 Combine 2.4 1 725 0.17 25 8+4 ----- ------ Area 1 +2+3 10 Combine 3.0 1 725 0.22 25 9+6 ---- ------ Area 1 +2+3 11 Reservoir 1.1 1 741 0.22 25 10 4.71 2373 Drywells Proj. file: 925DRY2.GPW OF file: SAMPLE.IDF Run date: 03-10-1997 Hydrograph Summary Report . Page 1 Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft) 1 SCS Runoff 0.8 1 725 0.06 50 ---- ------ ------ Area 1 2 SCS Runoff 0.6 1 725 0.04 50 ---- ------ ------ Area 2 3 SCS Runoff 0.5 1 725 0.03 50 ---- ------ ------ Area 3 4 SCS Runoff 1.0 1 725 0.07 50 ---- ------ ------ Area 4 5 SCS Runoff 1.1 1 724 0.09 50 ---- ------ ------ Area 5 6 SCS Runoff 0.7 1 724 0.06 50 ---- ------ ------ Area 6 7 Combine 1.5 1 725 0.10 50 1 +2 ------ ------ Area 1 +2 8 Combine 1.9 1 725 0.14 50 7+3 Areal +2+3 9 Combine 2.9 1 725 0.21 50 8+4 ------ ------ Areal +2+3 10 Combine 3.6 1 725 0.26 50 9+6 Areal +2+3 11 Reservoir 1.4 1 740 0.26 50 10 5.71 2879 Drywells Proj. file: 925DRY2.GPW OF file: SAMPLE.OF Run date: 03.-10-1997 Culvert Analysis Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type now interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (yrs) (ft) (cuft) 1 SCS Runoff 1.0 1 725 0.07 100 ---- ------ ------ •Area 1 2 SCS Runoff 0.7 1 725 0.05 100 ---- ------ ------ Area 2 3 SCS Runoff 0.6 1 725 0.04 100 ---- ------ ------ Area 3 4 SCS Runoff 1.2 1 725 0.08 100 ---- ------ ------ Area 4 5 SCS Runoff 1.2 1 724 0.10 100 ---- ------ ------ Area 5 6 SCS Runoff 0.8 1 724 0.06 100 ---- ------ ------ Area 6 7 Combine 1.8 1 725 0.12 100 1 +2 ------ ------ Area 1 +2 8 Combine 2.3 1 725 0.16 100 7+3 ------ ------ Area 1 +2+3 9 Combine 3.5 1 725 0.25 100 8+4 ------ ------ Area 1 +2+3 10 Combine 4.2 1 725 0.31 100 9+6 ------ ------ Area 1 +2+3 11 Reservoir 1.6 1 740 0.31 100 10 6.74 3399 Drywells Proj. file: 925DRY2.GPW OF file: SAMPLE.IDF Run date: 03-10-1997 71 (� �� '�• Lino 'Sagrnont (Station to Station) tv Time to Inlet (min) tab E I w Time in Pipe (min.) Z '•�� .p ed Time Accumulated a p . (min.) cap cn Q-l• Entering Catch Basin 4 C �xt INGN�S, of ►lNJF6{i.�. m Q in System tD Pipe Size & Type 0 p Length of Pipe (ft) � 4> = Slope (ft./ft.) ID ry Average Velocity(t:p.$) Full Capacity (cfs) Headwater (f t.) o c� n (9 10 'oN laa1S :Aq pejoayC ©Inoa MIDU NJISDO W31S,1 M /f "`i`- t t 3+ !,"•.: ,,,...� f ,y ,,,. 'mil ..��"����,f��}�� � '�+� , .. o. rT _ JAcm, WALKER, RICE &.BASCHE, P.C. ATTORNEYS AT LAW 146 MAIN STREET MANCHESTER, CONNECTICUT 06040 RONALD JACOBS TELEPHONE (860) 646-0121 MAILING ADDRESS LEONARD JACOBS FAX (860) 645-6229 P.O. BOX 480 MICHAELJ. RICE MANCHESTER, CONNECTICUT JEAN T.WALKER 06045-0480 STEVEN M. BASCHE DAVID M. BARRY,JR. April 20, 1998 Michele Lipe, Assistant Town Planner Town of South Windsor 1540 Sullivan Avenue South Windsor CT 06074 Re: Application 96-75P Dunkin Donuts Facility, 1000 Sullivan Avenue Dear Michele: For the benefit of the other parties receiving a copy of this letter, I wanted to confirm our conversation of Friday regarding the above captioned matter. In that conversation, you advised me that the date for filing the mylar is merely an advisory date and there is no penalty for failure to comply with that date. In short, my client will not lose his approval because the map is not filed within the ninety day period specified in the letter. I know that Peter DeMallie of Design Professionals is working on the plans, and I'm sure that Peter has been or will be in touch with you regarding the status of the plans for filing. Ver ruly o rs, Leonard co s LJ/sm cc: Antonio Pacheco Peter DeMallie