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Site Plan/Conservation (2)
b� TOWN OF SOUTH WINDSOR NOV 14 1996 't + INLAND WETLANDS, WATERCOURSES AND CONSERVATION APPLICATION APPLICATION # 96 -7,!5 .P DATE RECEIVED J,_ y' ZONE GC South Windsor Wa�t►1mr, (x-Zoning Commissi" INSTRUCTIONS 1. THE APPLICATION, MAP AND PLANS MUST BE SUBMITTED IN DUPLICATE, TOGETHER WITH THE FEE SET FORTH IN THE INLAND WETLANDS, WATERCOURSES AND CONSERVATION REGULATIONS, TOWN OF SOUTH WINDSOR. (SEE REGULATIONS, SECTION VII). 2. THE SOUTH WINDSOR INLAND WETLANDS, WATERCOURSES AND CONSERVATION REGULATIONS SHOULD BE REVIEWED WITH RESPECT TO THE STANDARDS AND CRITERIA FOR APPLICATION EVALUATION. (SEE REGULATIONS, SECTIONS VII - X). 3. THE APPLICANT UNDERSTANDS THAT THIS APPLICATION IS TO BE CONSIDERED COMPLETE ONLY WHEN ALL INFORMATION AND DOCUMENTS REQUIRED BY THE AGENCY HAVE BEEN SUBMITTED. THE APPLICANT SHALL ALSO COMPLETE THE STATE FILING FORM. APPLICANT'S NAME: Antonio M. Pacheco c/o Pacheco Masonry, ADDRESS: 307 Bonnie Street, New Bedford,MA 02744 PHONE: (HOME) (WORK) (508) 999-3826 B. LEGAL OWNER'S NAME: Bank of South Windsor ADDRESS: 1695 Ellington Road, South Windsor,CT 06074 PHONE: (HOME) (WORK) 644-4412 (List additional owners, addresses, and phone numbers on back of application) C. IF THE APPLICANT IS NOT THE OWNER OF THE SUBJECT PROPERTY, A LETTER BY THE PROPERTY OWNER(S) AUTHORIZING THE PROPOSED REGULATED ACTIVITY SET FORTH IN THE APPLICATION MUST ACCOMPANY THIS FORM AND WILL BE PART OF THE APPLICATION. D. PROJECT NAME (if any) 1000 Sullivan Avenue (Dunkin Donuts Retail Plaza) 1. Contact Person (if further information is needed). Peter R. DeMallie, Principal, Design Professionals,Inc. , 165 S. Satellite Rd. E. THE GEOGRAPHICAL LOCATION OF THE PROPERTY WHICH IS TO BE AFFECTED BY THE PROPOSED REGULATED ACTIVITIES INCLUDING A DESCRIPTION OF THE LAND IN SUFFICIENT DETAIL TO ALLOW IDENTIFICATION OF THE PROPERTY ON THE INLAND WETLAND AND WATERCOURSES MAP. ASSESSOR'S MAP # 100 PARCEL 29&30 1000 & 1006 Sullivan Avenue F. NAMES OF ALL ABUTTING PROPERTY OWNERS: (USE SEPARATE SHEET IF NECESSARY) Ronald Martin,Rose D. Petraitis,The Neighborhood DRZ,Ralph & Mary Hall `J 1, G. HAVE YOU NOTIFIED ALL ABUTTING PROPERTY OWNERS BY CERTIFIED LETTER THAT AN APPLICATION IS PENDING BEFORE THE AGENCY? Yes ** (You are required to supply a copy of the letter with the list of the names of the abutters).** H. PURPOSE AND DESCRIPTION OF ALL PROPOSED REGULATED ACTIVITY(S) INCLUDING AMOUNT AND TYPES OF FILL AND THE TIME ELEMENT INVOLVED: The site contains no wetlands nor wetlands regulated areas. Conservation plan application only. Propose to construct a small shopping center, with associated drainage,utilities, parking lot and access drive, grading and sidewalk. Proposed time element is one construction season. I. A CLASS A-2 MAP OF THE PROPERTY DRAWN TO 1 " = 40', SHOWING THE AREA TO BE DEVELOPED, EXTENT OF THE WETLANDS AND WATERCOURSES AFFECTED, TOPOGRAPHY, EXISTING AND PROPOSED ACTIVITIES AND NAMES AND LOCATIONS OF ADJACENT PROPERTY OWNERS MUST BE SUBMITTED. J. ACREAGE OF WETLANDS AND WATERCOURSES TO BE ALTERED: 0 K. ACREAGE OF WETLANDS AND WATERCOURSES TO BE CREATED: 0 L. LINEAL FEET OF PROPOSED STREAM ALTERATION: 0 M. TOTAL LAND AREA OF PROJECT AND PERCENTAGE WHICH IS WETLANDS: 69,597 sq.ft./ none is wetlands. N. IDENTIFY ALL OTHER PERMITS OR APPROVALS THAT HAVE BEEN ISSUED, APPLIED FOR, OR REQUIRED WITH RESPECT TO THE PROPOSED ACTIVITY SET FORTH IN THIS APPLICATION. (These may include but not be limited to, local Planning & Zoning, Zoning Board of Appeals, D.E.P., F.E.M.A., D.O.T., The Army Corps of Engineers, and any other State, Local or Federal Permits.) PZC site plan approval;D.O.T. encroachment permit (for curb cut) 0. THE APPLICANT (OR DESIGNATED REPRESENTATIVE) HEREBY ATTESTS THAT A SIGN WILL BE POSTED AT THE FOLLOWING LOCATION(S) Along frontage. by Design Professionals,Inc. NAME Peter R. DeMallie ON OR BEFORE THE LOWING ATE: as directed by Town staff. SIGNATURE: THESE SIGNS MUST BE DISPLAYED CONTINUOUSLY FOR AT LEAST TEN (10) DAYS PRIOR TO SCHEDULED MEETING (See Regulations, Section 7.3a). THE UNDERSIGNED HEREBY APPLIES FOR THE REGULATED ACTIVITIES LISTED IN PARAGRAPH H ABOVE, FOR A INLAND WETLANDS, WATERCOURSES AND CONSERVATION PERMIT FOR THE PROPERTY DESCRIBED HEREIN AND CONFIRMS THAT; 1. HE IS FAMILIAR WITH THE CURRENTLY EFFECTIVE INLAND WETLAND, WATERCOURSES AND CONSERVATION REGULATIONS OF THE TOWN OF SOUTH WINDSOR. 2. SHE/HE UNDERSTANDS THAT AT ANY TIME DURING THE REVIEW PERIOD, THE AGENCY MAY REQUIRE THE APPLICANT TO PROVIDE MORE INFORMATION ABOUT THE WETLANDS AND/OR WATERCOURSES IN QUESTION AND/OR ANY PROPOSED ACTIVITY. 3. ALL INFORMATION SUBMITTED IN THE APPLICATION FOR REVIEW SHALL BE CONSIDERED FACTUAL, OR IN THE CASE OF ANTICIPATED ACTIVITY, BINDING. A KNOWING FAILURE OF THE APPLICANT OR ANY OF HER/HIS AGENTS TO PROVIDE CORRECT INFORMATION, OR PERFORMANCE EXCEEDING THE LEVELS OF ACTIVITY ANTICIPATED, SHALL BE SUFFICIENT GROUNDS FOR REVOCATION OF ANY PERMIT UNDER THESE REGULATIONS. 4. BY MAKING THIS APPLICATION, THE APPLICANT GIVES PERMISSION TO THE INLAND WETLAND, WATERCOURSES AND CONSERVATION COMMISSION MEMBERS AND/OR ITS REPRESENTATIVE TO ENTER THE PORTIONS OF THE PREMISES WHICH ARE SUBJECT OF THE APPLICATION FOR THE PURPOSE OF INSPECTION AND INVESTIGATION AND OTHERWISE EVALUATING THE MERITS OF THE APPLICATION BOTH BEFORE AND AFTER A FINAL DECISION HAS BEEN ISSUED. ignature of Owner of Property Date 1 1 6 nature of Applicant Date 11/13/96 DESIGN PROFESSIONALS, INC. planners civil engineers surveyors Transmitted via certified mail November 14, 1996 Dear Current Abutting Property Owner: Re: Application of Antonio Pacheco 1000 Sullivan Avenue South Windsor, Connecticut DPI Project No. 96-925 Please be advised that our client, Antonio M. Pacheco, has applied to the Town of South Windsor's Inland Wetlands Agency/Conservation Commission for conservation plan approval of a small retail plaza on the north side of Sullivan Avenue. For further information, please contact the South Windsor Planning Department at the South Windsor Town Hall, Tel. 644-2511 ext. 253 or 229. Thank you. Sincerely, Design Pro sionals, Inc. By: Peter R. DeMallie Principal cc: Antonio M. Pacheco 165 South Satellite Road South Windsor, CT 06074 tel. 860 291-8755 fax. 860 291-8757 DESIGN PROFESSIONALS Inc. 165 South Satellite Road South Windsor, Connecticut 06074 RPIT-41v NOV 19 1996 South Windsor INLAND WETLANDS AGENCY) CONSERVATION COMMISSION Hydrologic Study DUNKIN' DONUTS Sullivan Ave. South Windsor, Connecticut October 31, 1996 D UNKIN' DONUTS Sullivan Ave. 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 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. r Existing Drainage Areas DRZ r � � tntaoam / 011'1F311Y 4 hytaw utvllail-a.a nctaaaa N tntxao tit % annul M12LW our[ nrin=arts m i�—_------- to antaa r ►ntau antata r ----------- ----- -- ----------n: '."`. ------------------- ------- ,.. taa amn �l ----- antnYc -- 1' 131 mw is 4maim ;,,..; j, i �-- Y � ' lei ,� .;.,.�' J�► �' PARCEL :...� a v. ` r r rre C s 14 1 • / -- r a ',xiaaou RALPH C &MARY T. / UUr li I HALL RONALD MAR77Nr \ IEff N/F ROSE D. PEMAIRS 74 \ — W*l ' a:ttax t e n e \ I / I n �E'er a:r.v ix r m=cia01 r w l ... o rm 1 .v.-ani• •� 1 o r vre atvo rt 1 1 w� •aoa ma!Lao w etata tr -- �� -aS�c� ` ate-®-� •ae. N aC a -----� .}--Lua8119RJR— —snsm ----- _ n mar _a.i� --- -----------_ SULLIVAN A VEWUE 01 ILI:T`J. 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✓iW 3 SCS Runoff 0.0 1 739 0.00 2 ---- ------ ------ Existing Site f 6NDl , Proj. file: 96925E.GPW OF file: SAMPLE]DF Run date: 11-15-1996 �p 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 SullivAP5 3 SCS Runoff 0.2 1 726 0.02 10 ---- ------ ------ Existing Site 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 0.2 1 726 0.02 25 ---- ------ ------ Existing North 2 SCS Runoff 2.1 1 725 0.16 25 ---- ------ ------ Existing SullivjW 3 SCS Runoff 0.3 1 726 0.02 25 ---- ------ ------ Existing Site "Po,4v A Proj. file: 96925E.GPW OF file: SAMPLE.IDF Run date: 11-15-1996 �3 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 Sulli✓Aa 3 SCS Runoff 0.4 1 725 0.03 50 ---- ------ ------ Existing Site t"-''-oaa„J 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 SullivAnl 3 SCS Runoff 0.5 1 725 0.04 100 ---- ------ ------ Existing Site 'FOArPP Proj. file: 96925E.GPW OF 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 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... 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 JAB 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 T.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... i -� 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 /13 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 / y % sr,acro MUM art c m,saoa`a wx,aaa w• 1 1-- — w ,mr mma -_- ---'------'--- --aw,eusmzaav°arm . . - - -- - rt --a - ,.. PARCEZ T' ------------ --- --- - ---- r w RALPH C. d^MARY T. ;�—ox omwww T - i�,s wr,z� f. r HALL RONALD MAR77N t 1 ROSE A PEMAIRS � a�ir.,a art +x°nn• !\\�► � rMG�eiaw art• 1 �n m, � szsN r L 1 zrc,zaaa r 1 sa,r. j t o r ..na races &Xm m M tea., a I -•, ..m. — wr.,xu Wma ir -0. aawr •.-- _ ------------ Im user-- - a SULLIVAN AVENUE P__S�ttF'4'S ;,'C �1�111JRt C, I'"Lsr Q5 t 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 SulliVAIJ 3 SCS Runoff 0.0 1 739 0.00 2 --- ----- ------ Prposed Site Pa,AV= Proj. file: 96925P.GPW OF file: SAMPLE.IDF Run date: 11-15-1996 �N 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 v4A 3 SCS Runoff 0.2 1 726 0.02 10 ---- ----- ------ Prposed Site PorD,n� Proj. file: 96925P.GPW OF file: SAMPLE]DF 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 25 ---- ------ ------ Proposed North 2 SCS Runoff 0.8 1 725 0.06 25 ---- ------ ------ Proposed SullivAN 3 SCS Runoff 0.3 1 726 0.02 25 ---- ------ ------ Prposed Site Pa..mw& Proj. file: 96925P.GPW OF file: SAMPLEADF 7Run 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 r41-3 3 SCS Runoff 0.4 1 725 0.03 50 ---- ------ ------ Prposed Site PlwDtru. Proj. file: 96925P.GPW OF file: SAMPLEADF Run date: 11-15-1996 P 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 Sullivan 3 SCS Runoff 0.5 1 725 0.04 100 ---- ------ ------ Proposed Site r��✓a 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 cuft,0.001 acft ...End V7 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... 1. 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 :?o 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 cuft,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 cult,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 ell Analysis s DRZ rNararn „tvaa, oNrsu N.a /� 7S MOW NNlIUM art E "MM Nr,�art s IV "1 -- -- -- - ----------- ---------- ----------„: - -'---- --- ----------IN N.am,mn ---- -- - esanre .w.n. q iO4aE I ,•{' i dim -_� i Ix •,i ,`� 'r� %till CF�7 ---------- y •- �---- = roC L , --=--- - -----•-- �-- ---- naN m� roam MAR ex eu. NIP- a , r k'�a art, ue' C.MINX RALPH &MARY T. J' HALL A111F RONALD MARTIN 0i� .vi I .! O! N/F I,. L C n ROSE D. wri uss V PFTRAMS rNrpasn \ N Ct Ns, y taA a l• , 3 1 Nr.,aisarr I I` � ',a r f��{ ,�ae,mvr N 1 r, Neu rive j � •sm N= '9 1 NW.,L.,a '�,.r..le L.i. 1 ••*� °"•a1 :,tarJr"' acrNEU. J !� mlr ----------------- -. -- a ��"� ` -��►�— •.e:. '�" aYN ..— $--oasba,are�— ------------- - ——— :tvto ——— SULL / VAN A VEdVUE tMN1 MI ` ^D�YwELL 7,e!�;(7--3,5 L ✓,,� 47 fV. 23,6 Z ,c t�F. Fr �'7 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 0.5 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: SAMPLE]DF 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 0.9 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 �l 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: 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 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 OF 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 conc. (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 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 cuft,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 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) 12.05 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 12.6.7 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 Culv. 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) (tuft) (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 DWeII Page 2 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) 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 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 0.61 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 acft Hydrograph Discharge Table ;4 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 :4 ----- ----- ----- ----- ----- - 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 ----- 0.25 12.65 0.16 1.31 ----- ----- ----- ----- ----- ----- 0.23 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... Area 2 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) 12.93 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 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 avtV� 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 Culv. A Culv. B Culv. 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... Area 3 Page 2 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) 12.27 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 ----- ----- ----- ----- ----- ----- 0.12 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 f 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 cult,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 DWeII Page 2 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) 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 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 �F� 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 cult,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 Culv. 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 11.98 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 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... 4 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 Dryweil Culvert/ Orifice Structures Weir Structures [A] [B] [C] [A] [Bl [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... Cc�>�j 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 ----- ----- ----- ----- ----- ----- 0.59 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... 1 8ft Dell Page 2 Stage / Storage / Discharge Table Stage Storage Elevation Culv.A Culv. B Culv. 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 l 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 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. 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 cult,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 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 11.98 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... Area 6 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 I Discharge Table Stage Storage Elevation Culy.A Culy. B CUIv. 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 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... Y ` : 1 8ft Drywall Page 2 Stage / Storage / Discharge Table Stage Storage Elevation Culv.A Culv. B Culv. 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 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 7740 Culvert Analysis �-7 ✓a l V — Line 'Segment , (Station to Station) d ; � © N Time to Inlet (mina d 1 La Time in Pipe (min.) x Accumu lot ad. Time, .> p c) a G7 d (mina � 1 0 !:� O U 44- Entering Catch o e1 (` Basin O O J C> O �'•t�c r ins ���P "[ow CD -Sinn-of—A-1,4i; SysWn— -41) � m Q in System (c.t.s.) w Pipe Size & Type V 'aN p Length of Pipe M o _ Slope (ff./ft) N Average Velocity(fp.$) Full Capacity (cfs) t %ja .A Headwater (f t.) ' o 'F" `s o N n a QG o f-bN 1904S _ •'diUQ :Aq peXaayQ aInoa<:ty ,<u (" uMol NJIS30 V431SAS a M SOW N Sf4 G F Town oP South Vzn&ot m 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 �dSOR•CO� AREA CODE 860/644-2511 Date: December 2, 1996 To: Peter DeMallie -Design Professionals 165 South Satellite Road South Windsor, CT 06074 From: Jeffrey H. Folger Zoning/Wetland Officer Town of South Windso Re: Review of Dunkin Donuts conservation plan, Sullivan Avenue South Windsor dated 10/31/96. I have reviewed the site plans for the proposed Dunkin Donuts with the following comments: 1. A sediment structure should be proposed for catch basin#5. If the proposed stub ever is connected to the Sullivan Road drainage system this will minimize sediment migration into the system from the site. 2. At a minimum, catch basins#6 and#1 should be hooded to help retain hydrocarbons and other automotive fluids generated from parked cars. 3. A maintenance schedule for cleaning the sediment structures and infiltrators should be stated on the plans. cc. Town Engineer Town Planner IWA/CC SOWN SF4 C� a lot ZIA 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 tiaSOR COS 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 Susan Smith, Vice Chairman SS/pmm cc: Chief Building Official Planning & Zoning Commission Town Engineer Design Professionals, Inc. LEGAL NOTICE TO BE PUBLISHED IN THE JOURNAL INQUIRER WEDNESDAY, DECEMBER 11, 1996 SOUTH WINDSOR - IWA/CC At the December 4, 1996 regular meeting the Commission voted to take the following action: 1. Approve with conditions appl #96-75P, Antonio M. Pacheco -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) Dated at South Windsor, CT this 5th day of December 1996 Susan Smith, Vice Chairman MEMO From: Elizabeth A. Warren Chairman, IWA/CC To: Russell G. Levack, Chairman PZC Date: January 7, 1997 Subject: Appl #96-75P, Antonio M Pacheco/Dunkin' Donuts Facility The South Windsor Conservation Commission acting in its advisory capacity have the following comments on the proposed subdivision: Concern that a program be set up and followed through by the applicant for the maintenance of the dry wells proposed for this facility. memo....memo....memo....memo....memo....memo....memo....memo....memo d SENDER: ?? ■Complete items 1 and/or 2 for additional services. ■Complete items 3,4a,and 4b. I also wish to receive the q ■Print your name and address on the reverse of this form so that we can return this following services(for an • card to you. extra fee): ■Attach this form to the front of the mailpiece,or on the back if space does not permit.■Write 1. ❑ Addressee's Address 0 "Return Receipt Requested"on the mailpiece below the article number. ■The Return Receipt will show to whom the article was delivered and the date 2. ❑ Restricted Delivery N c delivered. ° 3.Article esse Consult postmaster for fee. a � Addrd to: m �. 4a.P A I Z�o1e9 ti Number 750 d55 1 c. tr c 0 ANTONIO M PACHECO 4b.Service Type PACHECO MASONRY ❑ Registered ❑C certified � W 307 BONNEY STREET ❑ Express Mail ❑ Insured c � dl c NEW BEDFORD, CT 02744 ❑ Retum Receipt for Merchandise ❑ COD z 7.Data of Delivery `o Z 18 DEG o t•- 5.Received By:(Print Name) 8.Addressee's Address(Only if requested w W Y X and fee is paid) W c6.Signature:(Addressee orA ent) a. X _w PS Form 3111A, December 1994 Domestic Return Receipt