SIZING WATER SERVICE LINES AND METERS

Transcription

1 SIZING WATER SERVICE LINES AND METERS COUNTY OF CURRITUCK Water Customer Data Sheet Customer: Address: Building Address: 2 Lark Drive Zip Code: Subdivision: Lot #: Block #: Type of Occupancy: FIXTURE FIXTURE VALUE 6 psi NUMBER OF FIXTURES TOTAL FIXTURE VALUE Bathtub 8 x 3 = 24 Bedpan Washers x = Bidet 2 x = Dental Unit 2 x = Drinking Fountain Public 2 x 2 = 4 Kitchen Sink 2.2 x = 2.2 Lavatory.5 x = Shower Head (Shower Only) 2.5 x = Service Sink 4 x = 4 Urinal Ped. Flush Valve 35 x = Wall Flush Valve 6 x = Wash Sink (Each Set of Faucets) 4 x 3 = 2 Water Closet - Toilet Flush Valve 35 x = Tank Type 4 x 3 = 2 Dishwasher /2" Connection 2 x = Washing Machine /2" Connection 6 x = Hose (5' Wash Down) /2" Connection 5 x 3 = 5 5/8" Connection 9 x = 3/4" Connection 2 x = Combined Fixture Value Total: 73.2 Customer Peak Demand (from Figure 4-2 or 4-3 x Pressure Factor) 47 gpm Add Irrigation Squares gpm Hose Bibs gpm Add Fixed Load gpm TOTAL FIXED DEMAND 47 gpm WATER METER SIZE inch Water - AWWA (25)

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4 Major Stormwater Plan Form SW-2 Review Process Contact Information Currituck County Phone: Planning and Community Development Fax: Courthouse Road, Suite Currituck, NC Website: General Currituck County Phone: Engineering Department 53 Courthouse Road, Suite 32 Currituck, NC Major stormwater plan approval is required for: o Major subdivisions. o Major site plans - development or expansion on a nonresidential, multi-family, or mixed use lot by 5, square feet or more of impervious coverage or resulting in % or more total impervious coverage. Step : Application Submittal The applicant must submit a complete application packet consisting of the following: Completed Currituck County Minor Stormwater Plan Form SW-2 (unless submitting a major subdivision or major site plan). Completed Rational Method Form SW-3 or NRCS Method Form SW-4. Stormwater management plan drawn to scale. The plan shall include the items listed in the major stormwater plan design standards checklist. Alternative stormwater runoff storage analysis and/or downstream drainage capacity analysis, if applicable. NCDENR permit applications, if applicable. Number of Copies Submitted: 3 Copies of required plans 3 Hard copies of ALL documents PDF digital copy (ex. Compact Disk not acceptable) of all plans AND documents. On receiving an application, staff shall determine whether the application is complete or incomplete. A complete application contains all the information and materials listed above, and is in sufficient detail to evaluate and determine whether it complies with appropriate review standards. An application for major stormwater plan must be submitted and approved prior altering an existing drainage system, performing any land disturbing activity or, before construction documents are approved. Step 2: Staff Review and Action Once an application is determined complete staff shall approve, approve subject to conditions or disapprove the application. Major Stormwater Plan SW-2 Page of 4

5 Major Stormwater Plan Form SW-2 OFFICIAL USE ONLY: Permit Number: Date Filed: Date Approved: Contact Information APPLICANT: Name: Address: PROPERTY OWNER: Name: Address: Telephone: Address: Telephone: Address: Property Information Physical Street Address: Parcel Identification Number(s): FEMA Flood Zone Designation: Request Project Description: Total land disturbance activity: sf Calculated volume of BMPs: sf Maximum lot coverage: sf Proposed lot coverage: sf TYPE OF REQUEST Major subdivision (-year, 24-hour rate) Major site plan (5-year, 24-hour rate) METHOD USED TO CALCULATE PEAK DISCHARGE Rational Method NRCS Method (TR-55 and TR-2) Simple volume calculation for small sites (less than acres) Alternative stormwater runoff storage analysis Downstream drainage capacity analysis I hereby authorize county officials to enter my property for purposes of determining compliance. All information submitted and required as part of this process shall become public record. Property Owner(s)/Applicant Date Major Stormwater Plan SW-2 Page 2 of 4

6 Major Stormwater Plan Design Standards Checklist The table below depicts the design standards of the major stormwater plan application. Please make sure to include all applicable listed items to ensure all appropriate standards are reviewed. Major Stormwater Plan Design Standards Checklist Date Received: _ Project Name: Applicant/Property Owner: Minor Stormwater Plan Design Standards Checklist General Property owner name and address. 2 Site address and parcel identification number. 3 North arrow and scale to be = or larger. Site Features 4 Scaled drawing showing existing and proposed site features: Property lines with dimensions, acreage, streets, easements, structures (dimensions and square footage), fences, bulkheads, septic area (active and repair), utilities, vehicular use areas, driveways, and sidewalks. 5 Approximate location of all designated Areas of Environmental Concern (AEC) or other such areas which are environmentally sensitive on the property, such as Maritime Forest, CAMA, 44, or 4 wetlands as defined by the appropriate agency. 6 Existing and proposed ground elevations shown in one foot intervals. All elevation changes within the past six months shall be shown on the plan. 8 Limits of all proposed fill, including the toe of fill slope and purpose of fill. 9 Square footage of all existing and proposed impervious areas (structures, sidewalks, walkways, vehicular use areas regardless of surface material), including a description of surface materials. Existing and proposed drainage patterns, including direction of flow. Location, capacity, design plans (detention, retention, infiltration), and design discharge of existing and proposed stormwater management features. 2 Elevation of the seasonal high water level as determined by a licensed soil scientist. 3 Plant selection. Permits and Other Documentation 4 NCDENR stormwater permit application (if,sf or more of built upon area). 5 NCDENR erosion and sedimentation control permit application (if one acre or more of land disturbance). 6 NCDENR coastal area management act permit application, if applicable. 7 Stormwater management narrative with supporting calculations. 8 Rational Method Form SW-3 or NRCS Method Form SW-4 9 Alternative stormwater runoff storage analysis and/or downstream drainage capacity analysis, if applicable 2 Design spreadsheets for all BMPs (Appendix F Currituck County Stormwater Manual). 2 Detailed maintenance plan for all proposed BMPs. Major Stormwater Plan SW-2 Page 3 of 4

7 Certificate 22 The major stormwater plan shall contain the following certificate: I,, owner/agent hereby certify the information included on this and attached pages is true and correct to the best of my knowledge. On the plan entitled, stormwater drainage improvements shall be installed according to these plans and specifications and approved by Currituck County. Yearly inspections are required as part of the stormwater plan. The owner is responsible for all maintenance required. Currituck County assumes no responsibility for the design, maintenance, or performance of the stormwater improvements. Date: Owner/Agent: Major Stormwater Plan Submittal Checklist Staff will use the following checklist to determine the completeness of your application. Please make sure all of the listed items are included. Staff shall not process an application for further review until it is determined to be complete. Major Stormwater Plan Form SW-2 Submittal Checklist Date Received: _ Project Name: Applicant/Property Owner: Major Stormwater Plan Form SW-2 Submittal Checklist Completed Major Stormwater Plan Form SW-2 2 Completed Rational Method Form SW-3 or NRCS Method Form SW-4 3 Stormwater plan 4 NCDENR permit applications, if applicable 5 3 copies of plans 6 3 hard copies of ALL documents 7 PDF digital copy of all plans AND documents (ex. Compact Disk not acceptable) Comments Major Stormwater Plan SW-2 Page 4 of 4

8 NRCS Method Peak Flow Form SW-4 Project Information Project Location: Parcel Identification Number(s): Check One: Pre-Development Post-Development Calculations Runoff Curve Number and Runoff. Runoff Curve Number (CN) Soil Type Cover Description CN (Table 2-6) Area (acres) CN*A Totals CNWeighted = SCN*A = SA Use CN = 2. Runoff Frequency Yr Rainfall, P (24-hour) (Use Table 2-7) In Runoff, Q In Storm # Storm #2 Storm #3 NRCS Peak Flow SW-4 Page of 3

9 NRCS Method Peak Flow Form SW-4 Project Information Project Location: Parcel Identification Number(s): Check One: Pre-Development Post-Development Calculations Runoff Curve Number and Runoff. Runoff Curve Number (CN) Soil Type Cover Description CN (Table 2-6) Area (acres) CN*A Totals CNWeighted = SCN*A = SA Use CN = 2. Runoff Frequency Yr Rainfall, P (24-hour) (Use Table 2-7) In Runoff, Q In Storm # Storm #2 Storm #3 NRCS Peak Flow SW-4 Page of 3

10 Time of Concentration (Tc) NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic, or description of flow segments Sheet flow (Applicable to Tc only) Segment ID Pre Post. Surface description 2. Manning's roughness coeff., n (Table 2-9) 3. Flow Length, L (total L<= 3 ft) ft hr rainfall, P in Land Slope, s ft / ft 6. Tt =.42(nL).8 / P2.5 s.4 min + = Shallow concentrated flow Segment ID 7. Surface Description: paved (P) or unpaved (U)? 8. Flow Length, L ft 9. Watercourse slope, s ft / ft. Average velocity, V (Table 2-8) ft / sec. Tt = L / V min + = Channel flow Segment ID Pipe (P) or Channel (C)? If pipe, enter D (in): If channel, enter bottom width: If channel, enter side slopes (_:): 2. Cross sectional flow area, a sq ft 3. Wetted perimeter, wp ft 4. Hydraulic radius, r = a / wp ft 5. Channel slope, s ft / ft 6. Manning's roughness coeff., n 7. V =.49 r.67 s.5 / n ft / sec 8. Flow length, L ft 9. Tt = L / 6V min + = 2. Watershed or subarea Tc or Tt (add Tt in steps 6,, 9) min NRCS Peak Flow SW-4 Page 2 of 3

11 Graphical Peak Discharge. Data: Drainage Area, Am = sq mi (acres/64) Runoff Curve Number, CN = (From Runoff Curve Number Worksheet) Time of Concentration, Tc = hr (From Time of Concentration Worksheet) Rainfall Distribution = Type III Pond and swamp areas spread throughout watershed = % of Am ( acres covered) Storm # Storm #2 Storm #3 2. Frequency yr 3. Rainfall, P (24-hour) in 4. Initial abstraction, Ia in (Use CN) 5. Compute Ia/P Unit peak discharge, qu csm/in (use Tc and Ia/P with Figure 2-9) 7. Runoff, Q in (From Runoff Curve Number Worksheet) 8. Pond and swamp adjustment factor, Fp..... (Use Table 2-) 9. Peak discharge, Qp cfs (Where Qp = qu Am Q Fp) Applicant Date NRCS Peak Flow SW-4 Page 3 of 3

12 Graphical Peak Discharge. Data: Drainage Area, Am = sq mi (acres/64) Runoff Curve Number, CN = (From Runoff Curve Number Worksheet) Time of Concentration, Tc = hr (From Time of Concentration Worksheet) Rainfall Distribution = Type III Pond and swamp areas spread throughout watershed = % of Am ( acres covered) Storm # Storm #2 Storm #3 2. Frequency yr 3. Rainfall, P (24-hour) in 4. Initial abstraction, Ia in (Use CN) 5. Compute Ia/P Unit peak discharge, qu csm/in (use Tc and Ia/P with Figure 2-9) 7. Runoff, Q in (From Runoff Curve Number Worksheet) 8. Pond and swamp adjustment factor, Fp..... (Use Table 2-) 9. Peak discharge, Qp cfs (Where Qp = qu Am Q Fp) Applicant Date NRCS Peak Flow SW-4 Page 3 of 3

13 Precipitation Frequency Data Server Page of 4 8/27/28 NOAA Atlas 4, Volume 2, Version 3 Location name: Moyock, North Carolina, USA* Latitude: , Longitude: Elevation: 7.63 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland PF_tabular PF_graphical Maps_&_aerials Duration 5-min -min 5-min 3-min 6-min 2-hr 3-hr 6-hr 2-hr 24-hr 2-day 3-day 4-day 7-day -day 2-day 3-day 45-day 6-day PF tabular PDS-based point precipitation frequency estimates with 9% confidence intervals (in inches) Average recurrence interval (years) ( ).699 ( ).874 ( ).2 (.9-.32).49 ( ).75 ( ).88 (.69-2.) 2.25 ( ) 2.64 ( ) 3.5 ( ) 3.55 ( ) 3.77 ( ) 3.99 ( ) 4.67 ( ) 5.29 ( ) 7.9 ( ) 8.86 ( ). (.4-.7) 3.2 (2.5-4.).5 ( ).86 ( ).3 ( ).42 ( ).78 (.6-.97) 2.9 ( ) 2.24 (2.-2.5) 2.68 (2.4-3.) 3.5 ( ) 3.72 ( ) 4.3 ( ) 4.56 ( ) 4.83 ( ) 5.63 ( ) 6.34 ( ) 8.56 ( ).5 ( ) 3. ( ) 5.6 ( ).573 ( ).98 ( ).6 (.5-.29).65 ( ) 2.2 ( ) 2.54 ( ) 2.73 ( ) 3.26 ( ) 3.85 ( ) 4.79 ( ) 5.5 ( ) 5.83 ( ) 6.5 ( ) 7.8 ( ) 7.86 ( ).4 (9.78-.) 2.7 (2.-3.4) 5.6 ( ) 8.4 ( ).66 ( ).6 ( ).34 (.2-.48).94 ( ) 2.52 ( ) 3.7 ( ) 3.33 ( ) 3.98 ( ) 4.72 ( ) 5.7 ( ) 6.56 (6.-7.6) 6.9 ( ) 7.25 ( ) 8.27 ( ) 9. ( ).9 (.2-2.7) 4.4 ( ) 7.6 ( ) 2.7 ( ).743 ( ).9 (.6-.3).5 ( ) 2.22 ( ) 2.96 ( ) 3.68 ( ) 4.3 ( ) 4.84 ( ) 5.79 ( ) 7.5 ( ) 8.3 ( ) 8.49 ( ) 8.84 ( ) 9.99 (9.2-.8).9 (.-.7) 4. (3.-5.) 6.7 ( ) 2.6 ( ) 23.7 ( ).82 ( ).3 (.7-.44).65 ( ) 2.49 ( ) 3.38 ( ) 4.27 ( ) 4.72 ( ) 5.7 ( ) 6.86 ( ) 8.2 ( ) 9.49 ( ) 9.84 (8.9-.7).2 (9.27-.).4 (.5-2.3) 2.4 (.4-3.3) 5.8 ( ) 8.6 ( ) 22.9 ( ) 26. ( ).889 ( ).4 ( ).79 ( ) 2.74 ( ) 3.77 ( ) 4.85 ( ) 5.42 ( ) 6.55 ( ) 7.95 ( ) 9.48 ( ). (9.8-2.).3 (.-2.3).6 (.5-2.6) 3. (.8-4.) 4. (2.8-5.) 7.7 ( ) 2.5 (9.-2.9) 25.4 ( ) 28.6 ( ).956 ( ).52 ( ).9 (.69-2.) 2.98 ( ) 4.8 ( ) 5.46 ( ) 6.7 ( ) 7.49 ( ) 9.6 ( ).9 (9.6-.9) 2.7 (.2-3.8) 3. (.5-4.) 3.2 (.8-4.3) 4.6 (3.-5.8) 5.7 ( ) 9.6 (7.9-2.) 22.5 ( ) 28. ( ) 3. ( ).4 (.9-.5).64 ( ) 2.6 ( ) 3.28 ( ) 4.7 ( ) 6.28 ( ) 7.2 ( ) 8.79 ( ).9 (9.9-2.) 3. (.3-4.2) 5.2 (3.-6.7) 5.4 ( ) 5.6 (3.6-7.) 7. (5.-8.5) 8. ( ) 22.3 (2.-24.) 25.2 ( ) 3.5 ( ) 34.4 ( ).2 ( ).76 ( ) 2.2 ( ) 3.58 ( ) 5.22 ( ) 7.7 ( ) 8.2 (7.-9.2). ( ) 2.5 (.5-4.) 4.8 ( ) 7.4 ( ) 7.6 (5.-9.3) 7.8 ( ) 9. ( ) 2. ( ) 24.5 ( ) 27.3 ( ) 34.4 ( ) 37. ( ) Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 9% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 4 document for more information. Back to Top

14 Precipitation Frequency Data Server Page 2 of 4 8/27/28 PF graphical Back to Top

15 Precipitation Frequency Data Server Page 3 of 4 8/27/28 Maps & aerials Small scale terrain 3km + 2mi Large scale terrain km + 6mi km + 6mi

16 Precipitation Frequency Data Server Page 4 of 4 8/27/28 km + 6mi Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 325 East West Highway Silver Spring, MD 29 Questions?: HDSC.Questions@noaa.gov Disclaimer

17 76 ' 26'' W Hydrologic Soil Group Currituck County, North Carolina ( - Moyock NC) 76 ' 8'' W ' 8'' N Soil Map may not be valid at this scale ' 8'' N 36 3' 3'' N 36 3' 3'' N ' 26'' W N Map Scale: :94 if printed on A landscape (" x 8.5") sheet. Meters Feet Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 8N WGS84 76 ' 8'' W Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/28/28 Page of 4

18 Hydrologic Soil Group Currituck County, North Carolina ( - Moyock NC) MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at :2,. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Currituck County, North Carolina Survey Area Data: Version 6, Sep 26, 27 Soil map units are labeled (as space allows) for map scales :5, or larger. Date(s) aerial images were photographed: Dec 3, 29 Oct 4, 27 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/28/28 Page 2 of 4

19 Hydrologic Soil Group Currituck County, North Carolina - Moyock NC Hydrologic Soil Group Ro Map unit symbol Map unit name Rating Acres in AOI Percent of AOI Roanoke fine sandy loam C/D.4.% Totals for Area of Interest.4.% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/28/28 Page 3 of 4

20 Hydrologic Soil Group Currituck County, North Carolina - Moyock NC Tie-break Rule: Higher Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/28/28 Page 4 of 4

21 S 4L 5R Pre-Developed Site Total Post-Development Site Flow 5" RCP Pipe 2S Area A 3S Area A2 Subcat Reach Pond Link Drainage Diagram for,

22 Page 2 Area (acres) CN Description (subcatchment-numbers) Area Listing (all nodes) >75% Grass cover, Good, HSG C (S,2S,3S) Asphalt Parking Area (2S,3S) Building Area (2S). 98 Concrete Parking Area (2S,3S) Sidewalk Area (2S,3S) 2.66 TOTAL AREA

23 Page 3 Area (acres) Soil Goup Subcatchment Numbers. HSG A. HSG B.44 HSG C S, 2S, 3S. HSG D.652 Other 2S, 3S 2.66 TOTAL AREA Soil Listing (all nodes)

24 Type III 24-hr 2-Year Rainfall=3.72" Page 4 Time span=.-36. hrs, dt=. hrs, 36 points Runoff by SCS TR-2 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment S: Pre-Developed Site Runoff Area=44,994 sf.% Impervious Runoff Depth=.39" Flow Length=28' Slope=.43 '/' Tc=2.7 min CN=74 Runoff=.3 cfs.2 af Subcatchment 2S: Area A Subcatchment 3S: Area A2 Runoff Area=27,573 sf 65.58% Impervious Runoff Depth=2.65" Flow Length=229' Tc=5.2 min CN=9 Runoff=.99 cfs.4 af Runoff Area=7,42 sf 59.2% Impervious Runoff Depth=2.47" Flow Length=4' Tc=8.9 min CN=88 Runoff=.4 cfs.82 af Reach 5R: 5" RCP Pipe Avg. Depth=.5' Max Vel=2.8 fps Inflow=.4 cfs.82 af D=5." n=.3 L=34.' S=.2 '/' Capacity=2.93 cfs Outflow=.4 cfs.82 af Link 4L: Total Post-Development Site Flow Inflow=2.9 cfs.222 af Primary=2.9 cfs.222 af Total Runoff Area = 2.66 ac Runoff Volume =.342 af Average Runoff Depth =.99" 68.44% Pervious =.44 ac 3.56% Impervious =.652 ac

25 Type III 24-hr 2-Year Rainfall=3.72" Page 5 Summary for Subcatchment S: Pre-Developed Site Runoff = hrs, Volume=.2 af, Depth=.39" Runoff by SCS TR-2 method, UH=SCS, Time Span=.-36. hrs, dt=. hrs Type III 24-hr 2-Year Rainfall=3.72" Area (sf) CN Description 44, >75% Grass cover, Good, HSG C 44,994 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) Sheet Flow, Segement AB Grass: Short n=.5 P2= 3.72" Subcatchment S: Pre-Developed Site Hydrograph Flow.3 cfs Type III 24-hr 2-Year Rainfall=3.72" Runoff Area=44,994 sf Runoff Volume=.2 af Runoff Depth=.39" Flow Length=28' Slope=.43 '/' Tc=2.7 min CN=74 Runoff Time (hours)

26 Type III 24-hr 2-Year Rainfall=3.72" Page 6 Hydrograph for Subcatchment S: Pre-Developed Site Time (hours) Precip. Excess Runoff Time (hours) Precip. Excess Runoff

27 Type III 24-hr 2-Year Rainfall=3.72" Page 7 Summary for Subcatchment 2S: Area A Runoff = hrs, Volume=.4 af, Depth= 2.65" Runoff by SCS TR-2 method, UH=SCS, Time Span=.-36. hrs, dt=. hrs Type III 24-hr 2-Year Rainfall=3.72" Area (sf) CN Description * 9,6 98 Building Area * 4,99 98 Asphalt Parking Area * 2, Concrete Parking Area * Sidewalk Area 9,49 74 >75% Grass cover, Good, HSG C 27,573 9 Weighted Average 9,49 Pervious Area 8,82 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) Sheet Flow, Segment AB Smooth surfaces n=. P2= 3.72" Sheet Flow, Segment BC Smooth surfaces n=. P2= 3.72" Trap/Vee/Rect Channel Flow, Segment CD Bot.W=2.5' D=.76' Z= 3. '/' Top.W=3.6' n= Circular Channel (pipe), Segment DE Diam= 24." Area= 3. sf Perim= 6.3' r=.5' n= Trap/Vee/Rect Channel Flow, Segment EF Bot.W=2.5' D=.76' Z= 3. '/' Top.W=3.6' n= Total

28 Type III 24-hr 2-Year Rainfall=3.72" Page 8 Subcatchment 2S: Area A Hydrograph Flow 2.99 cfs Type III 24-hr 2-Year Rainfall=3.72" Runoff Area=27,573 sf Runoff Volume=.4 af Runoff Depth=2.65" Flow Length=229' Tc=5.2 min CN=9 Runoff Time (hours)

29 Type III 24-hr 2-Year Rainfall=3.72" Page 9 Hydrograph for Subcatchment 2S: Area A Time (hours) Precip. Excess Runoff Time (hours) Precip. Excess Runoff

30 Type III 24-hr 2-Year Rainfall=3.72" Page Summary for Subcatchment 3S: Area A2 Runoff = hrs, Volume=.82 af, Depth= 2.47" Runoff by SCS TR-2 method, UH=SCS, Time Span=.-36. hrs, dt=. hrs Type III 24-hr 2-Year Rainfall=3.72" Area (sf) CN Description * 7, Asphalt Parking Area * 2,2 98 Concrete Parking Area * Sidewalk Area 7,5 74 >75% Grass cover, Good, HSG C 7,42 88 Weighted Average 7,5 Pervious Area,35 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) Sheet Flow, Segment AB Smooth surfaces n=. P2= 3.72" Sheet Flow, Segment BC Grass: Short n=.5 P2= 3.72" Shallow Concentrated Flow, Segement CD Paved Kv= 2.3 fps Total Subcatchment 3S: Area A2 Hydrograph Flow.4 cfs Type III 24-hr 2-Year Rainfall=3.72" Runoff Area=7,42 sf Runoff Volume=.82 af Runoff Depth=2.47" Flow Length=4' Tc=8.9 min CN=88 Runoff Time (hours)

31 Type III 24-hr 2-Year Rainfall=3.72" Page Hydrograph for Subcatchment 3S: Area A2 Time (hours) Precip. Excess Runoff Time (hours) Precip. Excess Runoff

32 Type III 24-hr 2-Year Rainfall=3.72" Page 2 Summary for Reach 5R: 5" RCP Pipe Inflow Area =.4 ac, 59.2% Impervious, Inflow Depth = 2.47" for 2-Year event Inflow = hrs, Volume=.82 af Outflow = hrs, Volume=.82 af, Atten= %, Lag=.4 min Routing by Stor-Ind+Trans method, Time Span=.-36. hrs, dt=. hrs Max. Velocity= 2.8 fps, Min. Travel Time=.3 min Avg. Velocity =.77 fps, Avg. Travel Time=.7 min Peak Storage= hrs, Average Depth at Peak Storage=.5' Bank-Full Depth=.25', Capacity at Bank-Full= 2.93 cfs 5." Diameter Pipe, n=.3 Length= 34.' Slope=.2 '/' Inlet Invert= 6.9', Outlet Invert= 6.2' Reach 5R: 5" RCP Pipe Hydrograph Flow.4 cfs.4 cfs Inflow Area=.4 ac Avg. Depth=.5' Max Vel=2.8 fps D=5." n=.3 L=34.' S=.2 '/' Capacity=2.93 cfs Inflow Outflow Time (hours)

33 Type III 24-hr 2-Year Rainfall=3.72" Page 3 Reach 5R: 5" RCP Pipe Stage-Discharge Primary Depth (feet) Discharge 2 3 Reach 5R: 5" RCP Pipe Stage-Storage Storage Depth (feet) Storage (cubic-feet)

34 Type III 24-hr 2-Year Rainfall=3.72" Page 4 Hydrograph for Reach 5R: 5" RCP Pipe Time (hours) Inflow Storage (cubic-feet) Elevation (feet) Outflow

35 Type III 24-hr 2-Year Rainfall=3.72" Page 5 Stage-Discharge for Reach 5R: 5" RCP Pipe Elevation (feet) Velocity (ft/sec) Discharge Elevation (feet) Velocity (ft/sec) Discharge Elevation (feet) Velocity (ft/sec) Discharge

36 Type III 24-hr 2-Year Rainfall=3.72" Page 6 Stage-Area-Storage for Reach 5R: 5" RCP Pipe Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) Elevation (feet) End-Area (sq-ft) Storage (cubic-feet)

37 Type III 24-hr 2-Year Rainfall=3.72" Page 7 Summary for Link 4L: Total Post-Development Site Flow Inflow Area =.33 ac, 63.% Impervious, Inflow Depth = 2.58" for 2-Year event Inflow = hrs, Volume=.222 af Primary = hrs, Volume=.222 af, Atten= %, Lag=. min Primary outflow = Inflow, Time Span=.-36. hrs, dt=. hrs Link 4L: Total Post-Development Site Flow Hydrograph cfs 2.9 cfs Inflow Area=.33 ac Inflow Primary 2 Flow Time (hours)

38 Type III 24-hr 2-Year Rainfall=3.72" Page 8 Hydrograph for Link 4L: Total Post-Development Site Flow Time (hours) Inflow Elevation (feet) Primary Time (hours) Inflow Elevation (feet) Primary

39 Type III 24-hr 5-Year Rainfall=4.79" Page 9 Time span=.-36. hrs, dt=. hrs, 36 points Runoff by SCS TR-2 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment S: Pre-Developed Site Runoff Area=44,994 sf.% Impervious Runoff Depth=2.2" Flow Length=28' Slope=.43 '/' Tc=2.7 min CN=74 Runoff=2.2 cfs.89 af Subcatchment 2S: Area A Subcatchment 3S: Area A2 Runoff Area=27,573 sf 65.58% Impervious Runoff Depth=3.67" Flow Length=229' Tc=5.2 min CN=9 Runoff=2.7 cfs.94 af Runoff Area=7,42 sf 59.2% Impervious Runoff Depth=3.47" Flow Length=4' Tc=8.9 min CN=88 Runoff=.44 cfs.6 af Reach 5R: 5" RCP Pipe Avg. Depth=.62' Max Vel=2.38 fps Inflow=.44 cfs.6 af D=5." n=.3 L=34.' S=.2 '/' Capacity=2.93 cfs Outflow=.44 cfs.6 af Link 4L: Total Post-Development Site Flow Inflow=3.98 cfs.39 af Primary=3.98 cfs.39 af Total Runoff Area = 2.66 ac Runoff Volume =.499 af Average Runoff Depth = 2.9" 68.44% Pervious =.44 ac 3.56% Impervious =.652 ac

40 Type III 24-hr 5-Year Rainfall=4.79" Page 2 Summary for Subcatchment S: Pre-Developed Site Runoff = hrs, Volume=.89 af, Depth= 2.2" Runoff by SCS TR-2 method, UH=SCS, Time Span=.-36. hrs, dt=. hrs Type III 24-hr 5-Year Rainfall=4.79" Area (sf) CN Description 44, >75% Grass cover, Good, HSG C 44,994 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) Sheet Flow, Segement AB Grass: Short n=.5 P2= 3.72" Subcatchment S: Pre-Developed Site Hydrograph Flow cfs Type III 24-hr 5-Year Rainfall=4.79" Runoff Area=44,994 sf Runoff Volume=.89 af Runoff Depth=2.2" Flow Length=28' Slope=.43 '/' Tc=2.7 min CN=74 Runoff Time (hours)

41 Type III 24-hr 5-Year Rainfall=4.79" Page 2 Hydrograph for Subcatchment S: Pre-Developed Site Time (hours) Precip. Excess Runoff Time (hours) Precip. Excess Runoff

42 Type III 24-hr 5-Year Rainfall=4.79" Page 22 Summary for Subcatchment 2S: Area A Runoff = hrs, Volume=.94 af, Depth= 3.67" Runoff by SCS TR-2 method, UH=SCS, Time Span=.-36. hrs, dt=. hrs Type III 24-hr 5-Year Rainfall=4.79" Area (sf) CN Description * 9,6 98 Building Area * 4,99 98 Asphalt Parking Area * 2, Concrete Parking Area * Sidewalk Area 9,49 74 >75% Grass cover, Good, HSG C 27,573 9 Weighted Average 9,49 Pervious Area 8,82 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) Sheet Flow, Segment AB Smooth surfaces n=. P2= 3.72" Sheet Flow, Segment BC Smooth surfaces n=. P2= 3.72" Trap/Vee/Rect Channel Flow, Segment CD Bot.W=2.5' D=.76' Z= 3. '/' Top.W=3.6' n= Circular Channel (pipe), Segment DE Diam= 24." Area= 3. sf Perim= 6.3' r=.5' n= Trap/Vee/Rect Channel Flow, Segment EF Bot.W=2.5' D=.76' Z= 3. '/' Top.W=3.6' n= Total

43 Type III 24-hr 5-Year Rainfall=4.79" Page 23 Subcatchment 2S: Area A Hydrograph Flow cfs Type III 24-hr 5-Year Rainfall=4.79" Runoff Area=27,573 sf Runoff Volume=.94 af Runoff Depth=3.67" Flow Length=229' Tc=5.2 min CN=9 Runoff Time (hours)

44 Type III 24-hr 5-Year Rainfall=4.79" Page 24 Hydrograph for Subcatchment 2S: Area A Time (hours) Precip. Excess Runoff Time (hours) Precip. Excess Runoff

45 Type III 24-hr 5-Year Rainfall=4.79" Page 25 Summary for Subcatchment 3S: Area A2 Runoff = hrs, Volume=.6 af, Depth= 3.47" Runoff by SCS TR-2 method, UH=SCS, Time Span=.-36. hrs, dt=. hrs Type III 24-hr 5-Year Rainfall=4.79" Area (sf) CN Description * 7, Asphalt Parking Area * 2,2 98 Concrete Parking Area * Sidewalk Area 7,5 74 >75% Grass cover, Good, HSG C 7,42 88 Weighted Average 7,5 Pervious Area,35 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) Sheet Flow, Segment AB Smooth surfaces n=. P2= 3.72" Sheet Flow, Segment BC Grass: Short n=.5 P2= 3.72" Shallow Concentrated Flow, Segement CD Paved Kv= 2.3 fps Total Subcatchment 3S: Area A2 Hydrograph Flow.44 cfs Type III 24-hr 5-Year Rainfall=4.79" Runoff Area=7,42 sf Runoff Volume=.6 af Runoff Depth=3.47" Flow Length=4' Tc=8.9 min CN=88 Runoff Time (hours)

46 Type III 24-hr 5-Year Rainfall=4.79" Page 26 Hydrograph for Subcatchment 3S: Area A2 Time (hours) Precip. Excess Runoff Time (hours) Precip. Excess Runoff

47 Type III 24-hr 5-Year Rainfall=4.79" Page 27 Summary for Reach 5R: 5" RCP Pipe Inflow Area =.4 ac, 59.2% Impervious, Inflow Depth = 3.47" for 5-Year event Inflow = hrs, Volume=.6 af Outflow = hrs, Volume=.6 af, Atten= %, Lag=.4 min Routing by Stor-Ind+Trans method, Time Span=.-36. hrs, dt=. hrs Max. Velocity= 2.38 fps, Min. Travel Time=.2 min Avg. Velocity =.83 fps, Avg. Travel Time=.7 min Peak Storage= hrs, Average Depth at Peak Storage=.62' Bank-Full Depth=.25', Capacity at Bank-Full= 2.93 cfs 5." Diameter Pipe, n=.3 Length= 34.' Slope=.2 '/' Inlet Invert= 6.9', Outlet Invert= 6.2' Reach 5R: 5" RCP Pipe Hydrograph Flow.44 cfs.44 cfs Inflow Area=.4 ac Avg. Depth=.62' Max Vel=2.38 fps D=5." n=.3 L=34.' S=.2 '/' Capacity=2.93 cfs Inflow Outflow Time (hours)

48 Type III 24-hr 5-Year Rainfall=4.79" Page 28 Reach 5R: 5" RCP Pipe Stage-Discharge Primary Depth (feet) Discharge 2 3 Reach 5R: 5" RCP Pipe Stage-Storage Storage Depth (feet) Storage (cubic-feet)

49 Type III 24-hr 5-Year Rainfall=4.79" Page 29 Hydrograph for Reach 5R: 5" RCP Pipe Time (hours) Inflow Storage (cubic-feet) Elevation (feet) Outflow

50 Type III 24-hr 5-Year Rainfall=4.79" Page 3 Stage-Discharge for Reach 5R: 5" RCP Pipe Elevation (feet) Velocity (ft/sec) Discharge Elevation (feet) Velocity (ft/sec) Discharge Elevation (feet) Velocity (ft/sec) Discharge

51 Type III 24-hr 5-Year Rainfall=4.79" Page 3 Stage-Area-Storage for Reach 5R: 5" RCP Pipe Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) Elevation (feet) End-Area (sq-ft) Storage (cubic-feet)

52 Type III 24-hr 5-Year Rainfall=4.79" Page 32 Summary for Link 4L: Total Post-Development Site Flow Inflow Area =.33 ac, 63.% Impervious, Inflow Depth = 3.59" for 5-Year event Inflow = hrs, Volume=.39 af Primary = hrs, Volume=.39 af, Atten= %, Lag=. min Primary outflow = Inflow, Time Span=.-36. hrs, dt=. hrs Link 4L: Total Post-Development Site Flow Hydrograph cfs 3.98 cfs Inflow Area=.33 ac Inflow Primary 3 Flow Time (hours)

53 Type III 24-hr 5-Year Rainfall=4.79" Page 33 Hydrograph for Link 4L: Total Post-Development Site Flow Time (hours) Inflow Elevation (feet) Primary Time (hours) Inflow Elevation (feet) Primary

54 Type III 24-hr -Year Rainfall=5.7" Page 34 Time span=.-36. hrs, dt=. hrs, 36 points Runoff by SCS TR-2 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment S: Pre-Developed Site Runoff Area=44,994 sf.% Impervious Runoff Depth=2.93" Flow Length=28' Slope=.43 '/' Tc=2.7 min CN=74 Runoff=2.86 cfs.253 af Subcatchment 2S: Area A Subcatchment 3S: Area A2 Runoff Area=27,573 sf 65.58% Impervious Runoff Depth=4.55" Flow Length=229' Tc=5.2 min CN=9 Runoff=3.33 cfs.24 af Runoff Area=7,42 sf 59.2% Impervious Runoff Depth=4.34" Flow Length=4' Tc=8.9 min CN=88 Runoff=.79 cfs.45 af Reach 5R: 5" RCP Pipe Avg. Depth=.7' Max Vel=2.5 fps Inflow=.79 cfs.45 af D=5." n=.3 L=34.' S=.2 '/' Capacity=2.93 cfs Outflow=.78 cfs.45 af Link 4L: Total Post-Development Site Flow Inflow=4.9 cfs.385 af Primary=4.9 cfs.385 af Total Runoff Area = 2.66 ac Runoff Volume =.637 af Average Runoff Depth = 3.7" 68.44% Pervious =.44 ac 3.56% Impervious =.652 ac

55 Type III 24-hr -Year Rainfall=5.7" Page 35 Summary for Subcatchment S: Pre-Developed Site Runoff = hrs, Volume=.253 af, Depth= 2.93" Runoff by SCS TR-2 method, UH=SCS, Time Span=.-36. hrs, dt=. hrs Type III 24-hr -Year Rainfall=5.7" Area (sf) CN Description 44, >75% Grass cover, Good, HSG C 44,994 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) Sheet Flow, Segement AB Grass: Short n=.5 P2= 3.72" Subcatchment S: Pre-Developed Site Hydrograph Flow cfs Type III 24-hr -Year Rainfall=5.7" Runoff Area=44,994 sf Runoff Volume=.253 af Runoff Depth=2.93" Flow Length=28' Slope=.43 '/' Tc=2.7 min CN=74 Runoff Time (hours)

56 Type III 24-hr -Year Rainfall=5.7" Page 36 Hydrograph for Subcatchment S: Pre-Developed Site Time (hours) Precip. Excess Runoff Time (hours) Precip. Excess Runoff