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Home My WebLink AboutSW3200202_Stormwater Report_20200218 Heritage Subdivision Stormwater Impact Analysis and Final Design of Stormwater Management Facility STORMWATER IMPACT ANALYSIS creating experiences through experience 3430 Toringdon Way, Suite 110, Charlotte, NC 28277 / 704. 527. 0800 GENERAL DESCRIPTION Located in Union County on the border of the Village of Wesley Chapel and the Town of Indian Trail, within the existing Heritage subdivision, is the proposed final phases of the subdivision development. The existing site consists of heavily wooded area. Proposed development on this site will consist of the construction single-family homes, along with the associated roads and sidewalks, utility improvements, and one stormwater control measure. The proposed development is located within the Catawba River basin with stormwater runoff from the proposed development draining into both Davis Mine Creek and Price Mill Creek both of which are located in the Catawba Watershed. This development is located within both the Village of Wesley Chapel and the Town of Indian Trail and as a result the proposed stormwater management on this site shall meet the stormwater management performance standards for development set forth in both the Town of Indian Trail’s Post-Construction Stormwater Ordinance as well as the Village of Wesley Chapel’s Code of Ordinances. These are as follows: The Village of Wesley Chapel: 156.219 GENERAL STANDARDS FOR STORM WATER MANAGEMENT. (A) All developments shall be constructed and maintained so that properties are not unreasonably burdened with storm water runoff as a result of such development.s (B) More specifically: (1) (a) All non-residential development and all major residential subdivisions creating more than 2,500 square feet of impervious area shall provide storm water detention to control the peak storm water runoff from the one-, two-, ten- and 25-year, 24-hour storm events to pre-development rates, and shall safely pass the 50- and 100-year, 24-hour storm with minimum one-half feet of freeboard. Storm water volume control shall be provided for the one-year, 24-hour storm. Runoff volume drawdown time shall be a minimum of 24 hours, but not more than 120 hours. Storm water management facilities shall not be located within ten feet of any property lines, as measured from the top or toe of slope of the pond embankment. Pipe, riprap apron or any other features associated with the storm water management facility outlet shall note be located within 20 feet of any property lines, inclusive of any required buffers. Design of facilities shall be consistent with the Storm Water Manual, except as stated herein. The Town of Indian Trail: 3.3 DEVELOPMENT STANDARDS FOR TWELVE MILE AND CROOKED CREEK DISTRICT. B. Development Standards For High Density Projects (≥24% BUA) Any drainage area within a project is considered high density when said drainage area has greater than or equal to 24% built upon area. Such high-density projects shall implement storm water treatment systems that comply with each of the following standards: 1. Storm Water Quality Treatment Volume Storm water quality treatment systems shall treat the runoff generated from the first inch of rainfall. STORMWATER IMPACT ANALYSIS creating experiences through experience 2 of 4 2. Storm Water Quality Treatment All structural storm water treatment systems used to meet these requirements shall be designed to have minimum of 85% average annual removal for Total Suspended Solids. 3. Storm Water Treatment System Design General engineering design criteria for all projects shall be in accordance with 15A NCAC 2H .1008(c), as explained in the Design Manual. 4. Stream Buffers All built-upon area shall be at a minimum of 30 feet landward of all perennial and intermittent surface water in the Twelve Mile Creek and Crooked Creek Watersheds. Buffer widths shall be measured horizontally on a line perpendicular to the surface water, landward from the top of the bank on each side of the stream. Allowable stream buffer uses include the following: road crossings, driveway crossings, greenway/hiking trails, bike trails, fences, utility line crossings, parallel or near parallel utility lines, flood control structures, stream and bank stabilization/restoration projects, grading and revegetation, storm water best management practices, temporary sediment and erosion control devices, animal trails, and activities permitted under Section 404 of the Clean Water Act. 5. Storm Water Volume Control Storm water treatment systems shall be installed to control the difference in the storm water runoff from the pre-development and post-development conditions for the 1-year, 24-hours storm. Runoff volume drawdown time shall be a minimum of 24 hours, but not more than 120 hours. 6. Storm Water Peak Control Peak control shall be installed to control the 2-, 10-, and 25-year. 24-hour storm events to pre- development levels. The emergency overflow and outlet works for any pond or wetland constructed as a stormwater BMP shall be capable of safely passing a discharge with a minimum recurrence frequency as specified in the design manual. Requirements for Downstream Impact Analysis (Section 1370.020 of the Unified Development Ordinance) shall be met when applicable. For detention basins, the temporary storage capacity shall be restored within 72 hours. Requirements of the Dam Safety Act shall be met when applicable. To meet the above requirements of both the Village of Wesley Chapel and the Town of Indian Trail, one wet pond is proposed to control post-development peak runoff rates to their pre-development condition. Please refer to the appropriate section of this report for additional information. STORMWATER IMPACT ANALYSIS creating experiences through experience 3 of 4 CALCULATION METHODOLOGY > Rainfall data for the analysis was taken from the most current data available from the National Oceanic and Atmospheric (NOAA) Precipitation Frequency Data Server website per Section 156.219 of the Village of Wesley Chapel’s Code of Ordinances. > Using maps contained within the Union county Soil Survey, the on-site soils were determined to be hydrologic soil groups (HSG) ‘B’, ‘C’ and ‘D’ soils. Since the method chosen to compute post- development peak flow rates and runoff volumes is dependent upon the soil type, care was taken when selecting the appropriate Soil Conservation Service Curve Number (SCS CN). A composite SCS CN was computed for each pre- and post-development sub-basin. For example, Sub-basin #1 in the pre-development analysis consists of approximately 19% HSG ‘B’, 9% HSG ‘C’, and 72% HSG ‘D’ soils. Therefore, for the wooded cover condition, the composite SCS CN is computed as follows (assuming good conditions): > Composite Wooded SCS CN = (19% x 55) + (9% x 70) + (72% x 77) = 72 > A composite SCS Curve Number was calculated for both the pre- and post-development condition for each sub-basin using SCS curve numbers and land cover conditions. Land cover conditions for the pre-development condition were taken from available survey and GIS information. Land cover conditions for the post-development condition were taken from the proposed development plan. > The time of concentration was calculated using SCS TR-55 (Segmental Approach, 1986). The Tc flow path was divided into three segments: overland flow, concentrated flow, and channel flow. The travel time was then computed for each segment, from which the overall time of concentration was determine by taking the sum of each segmental time. > PondPack Version V8i was used in determined the pre- & post-development peak flow rates for the 1-, 2-, 10-, and 25-year storm events, as well as routing calculations for the proposed stormwater control measure. > The proposed stormwater control measure was designed in accordance with the Minimum Design Criteria (MDC) standards set forth in the NCDEQ Stormwater Design Manual. DISCUSSION OF RESULTS Peak Runoff Control Requirements: The proposed project will result in a significant increase in peak flow rates to downstream properties. To mitigate these impacts, the proposed stormwater control measure has been sized such that post- development peak flow rates are no greater than pre-development levels in the 1-, 2-, 10-, and 25-year storm events on site. STORMWATER IMPACT ANALYSIS creating experiences through experience 4 of 4 Water Quality Requirements: The proposed facility has been designed in accordance with the Minimum Design Criteria (MDC) standards set forth in the NCDEQ Stormwater Design Manual. The proposed facility will provide the required 85% TSS removal. CONCLUSION If the development on this tract is built as proposed within this report, then the requirements set forth in both the Village of Wesley Chapel’s Code of Ordinances and the Town of Indian Trail’s Post-Construction Stormwater Ordinance will be met. However, modifications to the proposed development may require that this analysis be revised. Some modifications that would require this analysis to be revised include: > The proposed site impervious surface exceeds the amount accounted for in this report. > The post-development watershed breaks change significantly from those used to prepare this report. The above modifications may result in the assumptions within this report becoming invalid. The computations within this report will need to be revisited if any of the above conditions become apparent as development of the proposed site moves forward. 4 SITE PRECIPITATION DATA 1 SUMMARY OF RESULTS 2 MISCELLANEOUS SITE INFORMATION 3 WATERSHED SOILS INFORMATION 5 PRE-DEVELOPMENT HYDROLOGIC CALCULATIONS 6 POST-DEVELOPMENT HYDROLOGIC CALCULATIONS 7 STORMWATER CONTROL MEASURE A DESIGN CALCULATIONS HERITAGE SUBDIVISION KLP-19000 SUMMARY OF RESULTS Project Name: Heritage Subdivision Date: 1/8/2020 Project Number: KLP-19000 Calculated By: S. Woodard, PE RELEASE RATE MANAGEMENT RESULTS Pre-Dev Post-Dev Return Period [cfs][cfs]% Increase 1-Year 35.55 20.30 -43% 2-Year 56.58 28.72 -49% 10-Year 111.72 87.74 -21% 25-Year 143.84 117.05 -19% SUMMARY OF RESULTS POINT OF ANALYSIS #1 Project Name: Heritage Subdivision Date: 1/8/2020 Project Number: KLP-19000 Calculated By: S. Woodard, PE STORMWATER CONTROL MEASURE 'A' DETENTION SUMMARY Design Drainage Area =36.64 acres Design Impervious Area =19.03 acres % Impervious =51.9% Water Quality Volume =68,815 cf Top of Dam =603.50 ft Riser =5x5 Riser Elevation =601.20 ft Rectangular Weir =3 sf Weir Elevation 600.20 ft Orifice Diameter =3 in Orifice Elevation =598.00 ft WQv Orifice Diameter =4.500 in WQv Orifice Invert Elevation =597.00 ft Barrel Diameter =36 in Invert In =596.50 ft Invert Out =596.00 ft Length =49 ft % Slope =1.02% STORMWATER CONTROL MEASURE 'A' ROUTING RESULTS Inflow Outflow Max WSE Freeboard Return Period [cfs][cfs][ft][ft] WQV 28.87 0.35 597.63 5.87 1-Year 24-Hour 131.79 2.09 599.83 3.67 2-Year 165.86 6.85 600.31 3.19 10-Year 230.90 44.10 601.24 2.26 25-Year 262.12 59.87 601.78 1.72 50-Year 283.24 68.04 602.29 1.21 100-Year 302.69 73.65 602.82 0.68 SUMMARY OF RESULTS HERITAGE SUBDIVISION KLP-19000 MISCELLANEOUS SITE INFORMATION NC Center for Geographic Information & Analysis, Esri, HERE, Garmin, ©OpenStreetMap contributors 0 2,00 0 4,00 01,00 0 Feet1 inch = 2,000 feet ¯HERITAGE SUBDIVISION SITE A ERIAL MAPPROJECT #: KLP-19000UNION COUNTY, NORTH CAROLINA Copyright:© 2013 National Geographic Society, i-cubed 0 2,000 4,0001,000 Feet1 inch = 2,000 feet ¯HERITAGE SUBDIVISION USGS TOPO MAPPROJECT #: KLP-19000UNION COUNTY, NORTH CAROLINA ! 1 < 8 &'('=:(()()), . ! , 8/4 8 4< 8 &'('=:(()()))(, . 1 < 8 0 /4 8 &'('=:(()()), . ! , 8/4 8 ? / 8 &'('=:(()()))(, . 0 /4 8 -&'('=:(()()):, . ! , 8/4 8 0 -&'('=:(()()):)(, . - < - -&'('=:(()())5, . ! , 8/4 8 7 - 8 &'('=:(()());, . ! , 8/4 8 < 7 -&'('=:(()());)(, . 7 - 8 8 '(';(()(), . - ). - 0 08'(';(()())(! 8 2 8 , -&'('=:(()()), . 8 708&'('=:(()()))(! 8 2 , - < -'(';(()()), . 8 < 4 -'(';(()()):, . 8 / -''&(()())5, . - ). - 0 8 -''&(()());, . - ). - 0 /- -''&(()());)(, . 8 - -*- -+&'('=:(()():, . - ). - 0 -/ 8 ='('=(()(&, . - ). - 0 @ -='('=(()(&)(, . -/ 8 C -='('=(()(&), . -/ 8 4 -='('=(()(&), . -/ 8 <. -='('=(()(&))(, . 4 - 8* -, 8 8+ &'('=:(()(:)*(+, . 3 8/ 8 4 4 5:& <0 8* .2 8 4 3/4 5:&<0+ &'('=((()(:)*+, 3 8/ 8 4 8 4 / -*. -, 8 8+ &'('=:(()(:), . 8 4 # 8 8 ''&(()(:)*:+, 8 4 - ). - 0 2 -''&(()(:)5, . 8 3 -''&(()(:)5)(, . 2 - )/22'+$=$5',1)250$7,21 63(&,$/)/22' +$=$5'$5($6 27+(5 $5($6 2) )/22'+$=$5' 27+(5 $5($6 *(1(5$/ 6758&785(6 :LWKRXW %DVH )ORRG (OHYDWLRQ %)( :LWK %)(RU 'HSWK 5HJXODWRU\)ORRGZD\ $UHDV 'HWHUPLQHG WR EH 2XWVLGH WKH $QQXDO &KDQFH )ORRGSODLQ 1RQDFFUHGLWHG /HYHH'LNHRU )ORRGZDOO =RQH $9$ =RQH $($2$+9($5 =RQH ; 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- 81,21 &2817<- :('',1*72172:1 2)- :(6/(<&+$3(/9,//$*(2)- - ,1',$1 75$,/72:1 2) HERITAGE SUBDIVISION KLP-19000 WATERSHED SOILS INFORMATION HERITAGE SUBDIVISION KLP-19000 PRECIPITATION DATA Storm Data Detailed Report: Wesley Chapel Element Details 66ID Notes Wesley ChapelLabel 1-year 1-yearLabel min5.00Increment years1Return Event min1,440.00End Time min0.00Start Time CumulativeStorm Event Depth Type 1-year Depth (in) Depth (in) Depth (in) Depth (in) Depth (in) Time (min) 0.00.00.00.00.00.00 0.00.00.00.00.025.00 0.00.00.00.00.050.00 0.10.10.10.10.175.00 0.10.10.10.10.1100.00 0.10.10.10.10.1125.00 0.10.10.10.10.1150.00 0.10.10.10.10.1175.00 0.10.10.10.10.1200.00 0.20.20.20.20.2225.00 0.20.20.20.20.2250.00 0.20.20.20.20.2275.00 0.20.20.20.20.2300.00 0.20.20.20.20.2325.00 0.30.20.20.20.2350.00 0.30.30.30.30.3375.00 0.30.30.30.30.3400.00 0.30.30.30.30.3425.00 0.40.40.30.30.3450.00 0.40.40.40.40.4475.00 0.40.40.40.40.4500.00 0.40.40.40.40.4525.00 0.50.50.50.50.5550.00 0.50.50.50.50.5575.00 0.60.60.60.60.6600.00 0.60.60.60.60.6625.00 0.70.70.70.70.6650.00 0.80.80.80.70.7675.00 1.71.31.01.00.9700.00 2.22.12.02.01.9725.00 2.32.32.32.32.2750.00 2.42.42.42.32.3775.00 2.42.42.42.42.4800.00 2.52.52.42.42.4825.00 2.52.52.52.52.5850.00 Page 1 of 1027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/8/2020 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution CenterKLP-19000.ppc Storm Data Detailed Report: Wesley Chapel 1-year Depth (in) Depth (in) Depth (in) Depth (in) Depth (in) Time (min) 2.62.62.52.52.5875.00 2.62.62.62.62.6900.00 2.62.62.62.62.6925.00 2.72.62.62.62.6950.00 2.72.72.72.72.7975.00 2.72.72.72.72.71,000.00 2.72.72.72.72.71,025.00 2.82.82.72.72.71,050.00 2.82.82.82.82.81,075.00 2.82.82.82.82.81,100.00 2.82.82.82.82.81,125.00 2.82.82.82.82.81,150.00 2.82.82.82.82.81,175.00 2.92.92.92.92.91,200.00 2.92.92.92.92.91,225.00 2.92.92.92.92.91,250.00 2.92.92.92.92.91,275.00 2.92.92.92.92.91,300.00 2.92.92.92.92.91,325.00 3.03.03.03.03.01,350.00 3.03.03.03.03.01,375.00 3.03.03.03.03.01,400.00 (N/A)3.03.03.03.01,425.00 2-year 2-yearLabel min5.00Increment years2Return Event min1,440.00End Time min0.00Start Time CumulativeStorm Event Depth Type 2-year Depth (in) Depth (in) Depth (in) Depth (in) Depth (in) Time (min) 0.00.00.00.00.00.00 0.00.00.00.00.025.00 0.10.10.00.00.050.00 0.10.10.10.10.175.00 0.10.10.10.10.1100.00 0.10.10.10.10.1125.00 0.10.10.10.10.1150.00 0.20.20.10.10.1175.00 0.20.20.20.20.2200.00 0.20.20.20.20.2225.00 0.20.20.20.20.2250.00 0.20.20.20.20.2275.00 Page 2 of 1027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/8/2020 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution CenterKLP-19000.ppc Storm Data Detailed Report: Wesley Chapel 2-year Depth (in) Depth (in) Depth (in) Depth (in) Depth (in) Time (min) 0.30.20.20.20.2300.00 0.30.30.30.30.3325.00 0.30.30.30.30.3350.00 0.30.30.30.30.3375.00 0.40.40.40.30.3400.00 0.40.40.40.40.4425.00 0.40.40.40.40.4450.00 0.50.50.50.40.4475.00 0.50.50.50.50.5500.00 0.50.50.50.50.5525.00 0.60.60.60.60.5550.00 0.70.60.60.60.6575.00 0.70.70.70.70.7600.00 0.80.80.70.70.7625.00 0.80.80.80.80.8650.00 1.00.90.90.90.9675.00 2.01.51.31.21.1700.00 2.62.52.42.42.3725.00 2.82.82.72.72.7750.00 2.92.92.82.82.8775.00 2.92.92.92.92.9800.00 3.03.03.02.92.9825.00 3.03.03.03.03.0850.00 3.13.13.13.13.0875.00 3.13.13.13.13.1900.00 3.23.23.23.13.1925.00 3.23.23.23.23.2950.00 3.23.23.23.23.2975.00 3.33.33.33.23.21,000.00 3.33.33.33.33.31,025.00 3.33.33.33.33.31,050.00 3.43.43.33.33.31,075.00 3.43.43.43.43.41,100.00 3.43.43.43.43.41,125.00 3.43.43.43.43.41,150.00 3.43.43.43.43.41,175.00 3.53.53.43.43.41,200.00 3.53.53.53.53.51,225.00 3.53.53.53.53.51,250.00 3.53.53.53.53.51,275.00 3.53.53.53.53.51,300.00 3.63.63.53.53.51,325.00 3.63.63.63.63.61,350.00 3.63.63.63.63.61,375.00 3.63.63.63.63.61,400.00 Page 3 of 1027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/8/2020 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution CenterKLP-19000.ppc Storm Data Detailed Report: Wesley Chapel 2-year Depth (in) Depth (in) Depth (in) Depth (in) Depth (in) Time (min) (N/A)3.63.63.63.61,425.00 10-year 10-yearLabel min5.00Increment years10Return Event min1,440.00End Time min0.00Start Time CumulativeStorm Event Depth Type 10-year Depth (in) Depth (in) Depth (in) Depth (in) Depth (in) Time (min) 0.00.00.00.00.00.00 0.10.00.00.00.025.00 0.10.10.10.10.150.00 0.10.10.10.10.175.00 0.10.10.10.10.1100.00 0.20.20.20.20.1125.00 0.20.20.20.20.2150.00 0.20.20.20.20.2175.00 0.30.30.30.20.2200.00 0.30.30.30.30.3225.00 0.30.30.30.30.3250.00 0.40.30.30.30.3275.00 0.40.40.40.40.4300.00 0.40.40.40.40.4325.00 0.50.40.40.40.4350.00 0.50.50.50.50.5375.00 0.60.50.50.50.5400.00 0.60.60.60.60.6425.00 0.70.60.60.60.6450.00 0.70.70.70.70.7475.00 0.80.70.70.70.7500.00 0.80.80.80.80.8525.00 0.90.90.90.80.8550.00 1.01.01.00.90.9575.00 1.11.11.01.01.0600.00 1.21.11.11.11.1625.00 1.31.31.21.21.2650.00 1.61.41.41.41.3675.00 2.92.31.91.81.7700.00 3.83.63.53.43.2725.00 4.04.04.03.93.9750.00 4.24.14.14.14.1775.00 4.24.24.24.24.2800.00 4.34.34.34.34.3825.00 Page 4 of 1027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/8/2020 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution CenterKLP-19000.ppc Storm Data Detailed Report: Wesley Chapel 10-year Depth (in) Depth (in) Depth (in) Depth (in) Depth (in) Time (min) 4.44.44.44.44.4850.00 4.54.54.54.54.4875.00 4.64.64.54.54.5900.00 4.64.64.64.64.6925.00 4.74.74.64.64.6950.00 4.74.74.74.74.7975.00 4.84.84.74.74.71,000.00 4.84.84.84.84.81,025.00 4.94.94.84.84.81,050.00 4.94.94.94.94.91,075.00 4.94.94.94.94.91,100.00 5.05.05.05.04.91,125.00 5.05.05.05.05.01,150.00 5.05.05.05.05.01,175.00 5.15.15.05.05.01,200.00 5.15.15.15.15.11,225.00 5.15.15.15.15.11,250.00 5.15.15.15.15.11,275.00 5.25.25.25.25.21,300.00 5.25.25.25.25.21,325.00 5.25.25.25.25.21,350.00 5.35.35.35.25.21,375.00 5.35.35.35.35.31,400.00 (N/A)5.35.35.35.31,425.00 25-year 25-yearLabel min5.00Increment years25Return Event min1,440.00End Time min0.00Start Time CumulativeStorm Event Depth Type 25-year Depth (in) Depth (in) Depth (in) Depth (in) Depth (in) Time (min) 0.00.00.00.00.00.00 0.10.10.10.00.025.00 0.10.10.10.10.150.00 0.10.10.10.10.175.00 0.20.20.20.20.1100.00 0.20.20.20.20.2125.00 0.20.20.20.20.2150.00 0.30.30.30.30.3175.00 0.30.30.30.30.3200.00 0.40.30.30.30.3225.00 0.40.40.40.40.4250.00 Page 5 of 1027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/8/2020 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution CenterKLP-19000.ppc Storm Data Detailed Report: Wesley Chapel 25-year Depth (in) Depth (in) Depth (in) Depth (in) Depth (in) Time (min) 0.40.40.40.40.4275.00 0.50.50.40.40.4300.00 0.50.50.50.50.5325.00 0.50.50.50.50.5350.00 0.60.60.60.60.6375.00 0.70.70.60.60.6400.00 0.70.70.70.70.7425.00 0.80.80.80.80.7450.00 0.90.80.80.80.8475.00 0.90.90.90.90.9500.00 1.01.01.00.90.9525.00 1.11.11.01.01.0550.00 1.21.21.21.11.1575.00 1.31.31.31.21.2600.00 1.41.41.41.31.3625.00 1.61.51.51.51.4650.00 1.91.81.71.71.6675.00 3.52.72.42.22.1700.00 4.44.34.14.03.8725.00 4.84.74.74.64.6750.00 4.94.94.94.94.8775.00 5.15.05.05.05.0800.00 5.25.15.15.15.1825.00 5.35.25.25.25.2850.00 5.45.35.35.35.3875.00 5.45.45.45.45.4900.00 5.55.55.55.55.4925.00 5.65.55.55.55.5950.00 5.65.65.65.65.6975.00 5.75.75.75.65.61,000.00 5.75.75.75.75.71,025.00 5.85.85.85.85.81,050.00 5.95.85.85.85.81,075.00 5.95.95.95.95.91,100.00 5.95.95.95.95.91,125.00 6.06.05.95.95.91,150.00 6.06.06.06.06.01,175.00 6.06.06.06.06.01,200.00 6.16.16.16.16.01,225.00 6.16.16.16.16.11,250.00 6.16.16.16.16.11,275.00 6.26.26.26.26.21,300.00 6.26.26.26.26.21,325.00 6.36.26.26.26.21,350.00 6.36.36.36.36.31,375.00 Page 6 of 1027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/8/2020 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution CenterKLP-19000.ppc Storm Data Detailed Report: Wesley Chapel 25-year Depth (in) Depth (in) Depth (in) Depth (in) Depth (in) Time (min) 6.36.36.36.36.31,400.00 (N/A)6.46.36.36.31,425.00 50-year 50-yearLabel min5.00Increment years50Return Event min1,440.00End Time min0.00Start Time CumulativeStorm Event Depth Type 50-year Depth (in) Depth (in) Depth (in) Depth (in) Depth (in) Time (min) 0.00.00.00.00.00.00 0.10.10.10.00.025.00 0.10.10.10.10.150.00 0.20.10.10.10.175.00 0.20.20.20.20.2100.00 0.20.20.20.20.2125.00 0.30.30.30.30.2150.00 0.30.30.30.30.3175.00 0.40.30.30.30.3200.00 0.40.40.40.40.4225.00 0.40.40.40.40.4250.00 0.50.50.50.50.4275.00 0.50.50.50.50.5300.00 0.60.60.50.50.5325.00 0.60.60.60.60.6350.00 0.70.70.70.60.6375.00 0.80.70.70.70.7400.00 0.80.80.80.80.8425.00 0.90.90.90.90.8450.00 1.01.01.00.90.9475.00 1.11.01.01.01.0500.00 1.11.11.11.11.1525.00 1.31.21.21.21.2550.00 1.41.31.31.31.3575.00 1.51.51.41.41.4600.00 1.61.61.61.51.5625.00 1.81.81.71.71.7650.00 2.22.02.01.91.9675.00 3.93.12.72.62.4700.00 5.04.84.64.44.3725.00 5.45.35.35.25.2750.00 5.65.55.55.55.4775.00 5.75.75.65.65.6800.00 Page 7 of 1027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/8/2020 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution CenterKLP-19000.ppc Storm Data Detailed Report: Wesley Chapel 50-year Depth (in) Depth (in) Depth (in) Depth (in) Depth (in) Time (min) 5.85.85.85.75.7825.00 5.95.95.95.95.8850.00 6.06.06.06.06.0875.00 6.16.16.16.16.1900.00 6.26.26.26.26.1925.00 6.36.36.26.26.2950.00 6.36.36.36.36.3975.00 6.46.46.46.46.41,000.00 6.56.56.56.46.41,025.00 6.66.66.56.56.51,050.00 6.66.66.66.66.61,075.00 6.76.76.66.66.61,100.00 6.76.76.76.76.71,125.00 6.76.76.76.76.71,150.00 6.86.86.86.86.71,175.00 6.86.86.86.86.81,200.00 6.96.96.86.86.81,225.00 6.96.96.96.96.91,250.00 6.96.96.96.96.91,275.00 7.07.07.07.07.01,300.00 7.07.07.07.07.01,325.00 7.17.17.17.07.01,350.00 7.17.17.17.17.11,375.00 7.17.17.17.17.11,400.00 (N/A)7.27.27.27.21,425.00 100-year 100-yearLabel min5.00Increment years100Return Event min1,440.00End Time min0.00Start Time CumulativeStorm Event Depth Type 100-year Depth (in) Depth (in) Depth (in) Depth (in) Depth (in) Time (min) 0.00.00.00.00.00.00 0.10.10.10.10.025.00 0.10.10.10.10.150.00 0.20.20.20.10.175.00 0.20.20.20.20.2100.00 0.30.30.20.20.2125.00 0.30.30.30.30.3150.00 0.40.30.30.30.3175.00 0.40.40.40.40.4200.00 0.40.40.40.40.4225.00 Page 8 of 1027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/8/2020 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution CenterKLP-19000.ppc Storm Data Detailed Report: Wesley Chapel 100-year Depth (in) Depth (in) Depth (in) Depth (in) Depth (in) Time (min) 0.50.50.50.50.5250.00 0.50.50.50.50.5275.00 0.60.60.60.60.6300.00 0.60.60.60.60.6325.00 0.70.70.70.70.6350.00 0.80.80.70.70.7375.00 0.90.80.80.80.8400.00 0.90.90.90.90.9425.00 1.01.01.01.01.0450.00 1.11.11.11.11.1475.00 1.21.21.21.21.1500.00 1.31.31.31.21.2525.00 1.41.41.41.41.3550.00 1.61.51.51.51.5575.00 1.71.71.61.61.6600.00 1.91.81.81.81.7625.00 2.12.02.01.91.9650.00 2.52.32.32.22.2675.00 4.33.53.12.92.7700.00 5.55.35.14.94.7725.00 6.05.95.85.85.7750.00 6.26.26.16.16.0775.00 6.46.36.36.36.2800.00 6.56.56.46.46.4825.00 6.66.66.66.56.5850.00 6.86.76.76.76.7875.00 6.96.86.86.86.8900.00 6.96.96.96.96.9925.00 7.07.07.07.07.0950.00 7.17.17.17.17.0975.00 7.27.27.27.17.11,000.00 7.37.37.27.27.21,025.00 7.47.37.37.37.31,050.00 7.47.47.47.47.41,075.00 7.57.57.57.47.41,100.00 7.57.57.57.57.51,125.00 7.67.67.57.57.51,150.00 7.67.67.67.67.61,175.00 7.77.67.67.67.61,200.00 7.77.77.77.77.71,225.00 7.77.77.77.77.71,250.00 7.87.87.87.87.81,275.00 7.87.87.87.87.81,300.00 7.97.97.97.97.81,325.00 7.97.97.97.97.91,350.00 Page 9 of 1027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/8/2020 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution CenterKLP-19000.ppc Storm Data Detailed Report: Wesley Chapel 100-year Depth (in) Depth (in) Depth (in) Depth (in) Depth (in) Time (min) 8.08.08.08.07.91,375.00 8.08.08.08.08.01,400.00 (N/A)8.18.18.08.01,425.00 100-year 50-year 25-year 10-year 2-year 1-yearDepth (in)8.8 7.5 6.3 5.0 3.8 2.5 1.3 0.0 Time (min) 1,440.001,296.001,152.001,008.00864.00720.00576.00432.00288.00144.000.00 Page 10 of 1027 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/8/2020 Bentley PondPack V8i [08.11.01.56] Bentley Systems, Inc. Haestad Methods Solution CenterKLP-19000.ppc HERITAGE SUBDIVISION KLP-19000 PRE-DEVELOPMENT HYDROLOGIC CALCULATIONS 8LOT 82 9343 S F LOT 2 3 0 7154 S F LOT 2 4 4 8756 S F LOT 2 1 9 7155 S F LOT 2 2 2 7290 S F LOT 2 2 5 8789 S F LOT 2 2 3 7437 S F LOT 4 3 4 8370 S F LOT 7 9 1075 9 S F LOT 2 3 2 9054 S F LOT 2 2 8 7155 S F LOT 4 3 5 8370 S F LOT 2 2 0 715 5 S F LOT 2 1 7 8775 S F LOT 8 1 9443 S F LOT 2 1 6 8770 S F LOT 2 1 5 1062 8 S F LOT 2 4 5 LOT 2 3 1 1033 0 S F LOT 2 4 2 8808 S F LOT 2 2 4 9122 S F LOT 2 2 6 8973 S F LOT 80 1076 6 S F LOT 2 4 3 9426 S F LOT 2 2 9 7155 S F LOT 2 3 3 9665 S F LOT 2 1 8 8775 S F LOT 2 2 1 7155 S F LOT 2 2 7 8505 S F SUB 2 AREA = 33.10 AC S1 CLIENT REVISIONS PROJECT NO.KLP-19000 FILENAME CHECKED BY SAW DRAWN BY AJB SCALE DATE 12. 06. 2019 N0.DATE Y:\Projects\KLP\KLP-19000\04-Production\Engineering\Construction Drawings\Current Drawings\KLP19000 - Pre.dwg, 1/8/2020 9:41:21 AM, Woodard, StuartThe John R. McAdams Company, Inc. www.mcadamsco.com 3430 Toringdon Way Suite 110 phone 704. 527. 0800 fax 919. 361. 2269 license number: C-0293, C-187 Charlotte, NC 28277 HERITAGE SUBDIVISIONPHASES 11-14 SKETCH PLANOLD EVERGREEN PARKWAYINDIAN TRAIL & WESLEY CHAPEL, NORTH CAROLINA, 28079SHEET PLAN INFORMATION MR. MIKE KISSEL KOLTER LAND PARTNERS, LLC 701 SOUTH OLIVE AVENUE, SUITE 111 WEST PALM BEACH, FLORIDA 33401 PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTION 1"=100' PRE KLP19000 - Pre PRE DEVELOPMENT HYDROLOGY MAPGRAPHIC SCALE 0 50 100 200 1 inch = 100 ft. S2 S3 S1 S 2 S 3 S3 S3 SUB 3 AREA = 25.50 AC POA 1Tc PATH T c P A T H T c PA TH UNANALYZED AREA=1.36 AC PHASE LINE SITE AREA 59.43 AC AB MOORE JR. DRIVE (PUBLIC R/W)OLD EVERGREEN PARKWAY (PUBLIC R/W) OLD EVERGREEN PARKWAY (PUBLIC R/W) DENNIS AUSTIN LANE (PUBLIC R/W) POA 2 POA 3 S 3 T c PA TH Tc PATH Tc PATH Tc PAT H S 3 Tc P A T H S3 Tc P A T H Project Name: Heritage Subdivision Date: 1/8/2020 Project Number:KLP-19000 Calculated By:S. Woodard, PE INPUT SUMMARY Total Area Subbasin ID Impervious Open Wooded Pond Total Impervious Open Wooded Pond 2-ac Lots Total [acres]SCS CN Tc [min] 2 0.00 0.00 33.10 0.00 33.10 0.00 0.00 0.00 0.00 0.00 0.00 33.10 72 28.19 3 0.00 0.00 25.50 0.00 25.50 0.00 0.00 0.00 0.00 0.00 0.00 25.50 70 19.91 Totals 0.00 0.00 58.60 0.00 58.60 0.00 0.00 0.00 0.00 0.00 0.00 58.60 PRE DEVELOPMENT HYDROLOGIC SUMMARY Onsite Area [acres]Offsite Area [acres] Project Name:Heritage Subdivision Date:1/8/2020 Project Number:KLP-19000 Calculated By:S. Woodard, PE Subbasin ID:2 SCS CURVE NUMBER (REF: TR-55 and NRCS Web Soil Survey). HSG Impervious Open Wooded Pond A 98 39 30 100 B 98 61 55 100 C 98 74 70 100 D 98 80 77 100 HSG 'A' =0% HSG 'B' =19% HSG 'C' =9% HSG 'D' =72% Cover Composite Condition SCS CN Impervious 98 Open 76 Wooded 72 Pond 100 WATERSHED BREAKDOWN Composite Area Area SCS CN [sf][acres] 98 0 0.00 76 0 0.00 72 1,441,836 33.10 100 0 0.00 98 0 0.00 76 0 0.00 72 0 0.00 100 0 0.00 Total Area =1,441,836 sf =33.10 acres Composite SCS CN =72 % Impervious =0.00% TIME OF CONCENTRATION (REF: SCS Segmental Approach, TR-55). Segment 1: Overland Flow Segment 2: Concentrated Flow Length =100 ft Length =476 ft Upstream Elevation =641.00 ft Upstream Elevation =638.00 ft Downstream Elevation =638.00 ft Downstream Elevation =624.00 ft Height =3.00 ft Height =14.00 ft Slope =0.0300 ft/ft Slope =0.0294 ft/ft Manning's n =0.40 wooded-light underbrush Paved?No P (2-year/24-hour) =3.55 inches (Wesley Chapel, NC)Velocity =2.77 ft/sec Segment Time =17.34 minutes Segment Time =2.87 minutes Segment 3: Channel Flow Length =1280 ft Upstream Elevation =624.00 ft Downstream Elevation =588.00 ft Height =36.00 ft Slope =0.0281 ft/ft Manning's n =0.045 natural channel Flow Area =1 sf (assume 1'x1' channel) Wetted Perimeter =3 lf (assume 1'x1' channel) Channel Velocity =2.67 ft/sec Segment Time =7.99 minutes - PRE DEVELOPMENT HYDROLOGIC CALCULATIONS Offsite Impervious - Offsite Open Assume good condition Offsite Wooded Assume good condition Comments - Assume good condition Assume good condition - Contributing Area Onsite Impervious Onsite Open Onsite Wooded Onsite Pond Comments - Assume good condition Assume good condition - Offsite Pond Project Name:Heritage Subdivision Date:1/8/2020 Project Number:KLP-19000 Calculated By:S. Woodard, PE Subbasin ID:3 SCS CURVE NUMBER (REF: TR-55 and NRCS Web Soil Survey). HSG Impervious Open Wooded Pond A 98 39 30 100 B 98 61 55 100 C 98 74 70 100 D 98 80 77 100 HSG 'A' =0% HSG 'B' =31% HSG 'C' =6% HSG 'D' =63% Cover Composite Condition SCS CN Impervious 98 Open 74 Wooded 70 Pond 100 WATERSHED BREAKDOWN Composite Area Area SCS CN [sf][acres] 98 0 0.00 74 0 0.00 70 1,110,780 25.50 100 0 0.00 98 0 0.00 74 0 0.00 70 0 0.00 100 0 0.00 Total Area =1,110,780 sf =25.50 acres Composite SCS CN =70 % Impervious =0.00% TIME OF CONCENTRATION (REF: SCS Segmental Approach, TR-55). Segment 1: Overland Flow Segment 2: Concentrated Flow Length =100 ft Length =244 ft Upstream Elevation =638.00 ft Upstream Elevation =634.00 ft Downstream Elevation =634.00 ft Downstream Elevation =622.00 ft Height =4.00 ft Height =12.00 ft Slope =0.0400 ft/ft Slope =0.0492 ft/ft Manning's n =0.40 wooded-light underbrush Paved?No P (2-year/24-hour) =3.55 inches (Wesley Chapel, NC)Velocity =3.58 ft/sec Segment Time =15.45 minutes Segment Time =1.14 minutes Segment 3: Channel Flow Length =686 ft Upstream Elevation =622.00 ft Downstream Elevation =590.00 ft Height =32.00 ft Slope =0.0466 ft/ft Manning's n =0.045 natural channel Flow Area =1 sf (assume 1'x1' channel) Wetted Perimeter =3 lf (assume 1'x1' channel) Channel Velocity =3.44 ft/sec Segment Time =3.33 minutes Offsite Wooded Assume good condition Offsite Pond - - Offsite Impervious - Offsite Open Assume good condition - PRE DEVELOPMENT HYDROLOGIC CALCULATIONS Comments - Assume good condition Assume good condition Contributing Area Comments Onsite Impervious - Onsite Open Assume good condition Onsite Wooded Assume good condition Onsite Pond Scenario: Pre 1 year REACH 3R E A C H 2 1/8/2020KLP-19000.ppc Stuart Woodard, PEHeritage Subdivision Subsection: Master Network Summary Catchments Summary Peak Flow (ft³/s) Time to Peak (min) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel 19.87737.002.2211Pre 1 yearSub 2 31.31737.003.2962Pre 2 yearSub 2 60.94737.006.69210Pre 10 yearSub 2 78.15737.008.97925Pre 25 yearSub 2 16.02733.001.5171Pre 1 yearSub 3 25.97733.002.2982Pre 2 yearSub 3 51.88732.004.80710Pre 10 yearSub 3 66.99730.006.51825Pre 25 yearSub 3 Node Summary Peak Flow (ft³/s) Time to Peak (min) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel 19.87737.002.2211Pre 1 yearPOA 2 31.31737.003.2962Pre 2 yearPOA 2 60.94737.006.69210Pre 10 yearPOA 2 78.15737.008.97925Pre 25 yearPOA 2 16.02733.001.5171Pre 1 yearPOA 3 25.97733.002.2982Pre 2 yearPOA 3 51.88732.004.80710Pre 10 yearPOA 3 66.99730.006.51825Pre 25 yearPOA 3 35.55749.003.7161Pre 1 yearPOA 1 56.58748.005.5642Pre 2 yearPOA 1 111.72747.0011.44510Pre 10 yearPOA 1 143.84747.0015.42925Pre 25 yearPOA 1 1/8/2020KLP-19000.ppc Stuart Woodard, PEHeritage Subdivision HERITAGE SUBDIVISION KLP-19000 POST-DEVELOPMENT HYDROLOGIC CALCULATIONS 8CLIENT REVISIONS PROJECT NO.KLP-19000 FILENAME CHECKED BY SAW DRAWN BY AJB SCALE DATE 12. 06. 2019 N0.DATE Y:\Projects\KLP\KLP-19000\04-Production\Engineering\Construction Drawings\Current Drawings\KLP19000 - Post.dwg, 1/8/2020 12:19:25 PM, Woodard, StuartThe John R. McAdams Company, Inc. www.mcadamsco.com 3430 Toringdon Way Suite 110 phone 704. 527. 0800 fax 919. 361. 2269 license number: C-0293, C-187 Charlotte, NC 28277 HERITAGE SUBDIVISIONPHASES 11-14 SKETCH PLANOLD EVERGREEN PARKWAYINDIAN TRAIL & WESLEY CHAPEL, NORTH CAROLINA, 28079SHEET PLAN INFORMATION MR. MIKE KISSEL KOLTER LAND PARTNERS, LLC 701 SOUTH OLIVE AVENUE, SUITE 111 WEST PALM BEACH, FLORIDA 33401 PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTION 1"=100' POST KLP19000 - Post POST DEVELOPMENT HYDROLOGY MAPGRAPHIC SCALE 0 50 100 200 1 inch = 100 ft. AB MOORE JR. DRIVE (PUBLIC R/W)OLD EVERGREEN PARKWAY (PUBLIC R/W) OLD EVERGREEN PARKWAY (PUBLIC R/W) DENNIS AUSTIN LANE (PUBLIC R/W) POA 1 POA 2 POA 3 SUB 2 to SCM AREA = 36.64 AC Tc ASSUMED = 5 MIN. SUB 3 AREA = 14.73 AC UNANALYZED AREA=1.36 AC S3 S3 Tc PATH Tc PATH S 3 Tc P A T H S3 Tc P A T H S 2 T c PA TH S 3 T c P A T H S3 Tc PATH S3 Tc PATH SUB 2 to Bypass AREA = 8.35 AC PHASE LINE SITE AREA 59.43 AC S1Tc P A T H Project Name: Heritage Subdivision Date: 1/8/2020 Project Number:KLP-19000 Calculated By:S. Woodard, PE INPUT SUMMARY Total Area Subbasin ID Impervious Open Wooded Pond Total Impervious Open Wooded Pond 2-ac Lots Total [acres]SCS CN Tc [min] 2-Bypass 0.04 0.99 7.32 0.00 8.35 0.00 0.00 0.00 0.00 0.00 0.00 8.35 77 2.13 2-To SCM 19.03 16.06 0.00 1.55 36.64 0.00 0.00 0.00 0.00 0.00 0.00 36.64 90 5.00 3 0.83 2.14 11.77 0.00 14.73 0.00 0.00 0.00 0.00 0.00 0.00 14.73 77 22.21 Totals 19.89 19.19 19.09 1.55 59.72 0.00 0.00 0.00 0.00 0.00 0.00 59.72 POST DEVELOPMENT HYDROLOGIC SUMMARY Onsite Area [acres]Offsite Area [acres] Project Name:Heritage Subdivision Date:1/8/2020 Project Number:KLP-19000 Calculated By:S. Woodard, PE Subbasin ID:2-Bypass SCS CURVE NUMBER (REF: TR-55 and NRCS Web Soil Survey). HSG Impervious Open Wooded Pond A 98 39 30 100 B 98 61 55 100 C 98 74 70 100 D 98 80 77 100 HSG 'A' =0% HSG 'B' =0% HSG 'C' =0% HSG 'D' =100% Cover Composite Condition SCS CN Impervious 98 Open 80 Wooded 77 Pond 100 WATERSHED BREAKDOWN Composite Area Area SCS CN [sf][acres] 98 1,720 0.04 80 43,321 0.99 77 318,859 7.32 100 0 0.00 98 0 0.00 80 0 0.00 77 0 0.00 100 0 0.00 Total Area =363,900 sf =8.35 acres Composite SCS CN =77 % Impervious =0.47% TIME OF CONCENTRATION Segment 2: Concentrated Flow Length =294 ft Upstream Elevation =594.00 ft Downstream Elevation =588.00 ft Height =6.00 ft Slope =0.0204 ft/ft Paved?No Velocity =2.30 ft/sec Segment Time =2.13 minutes Time of Concentration to POA 2 Segment 3: Channel Flow (Stream) Length =1095 ft Upstream Elevation =588.00 ft Downstream Elevation =584.00 ft Height =4.00 ft Slope =0.0037 ft/ft Manning's n =0.045 natural channel Flow Area =16 sf (assume 4'x4' channel) Wetted Perimeter =12 lf (assume 4'x4' channel) Channel Velocity =2.42 ft/sec Segment Time =7.53 minutes Time of Concentration to POA 1 - POST DEVELOPMENT HYDROLOGIC CALCULATIONS Comments - Assume good condition Assume good condition Contributing Area Comments Onsite Impervious - Onsite Open Assume good condition Onsite Wooded Assume good condition Onsite Pond Offsite Wooded Assume good condition Offsite Pond - - Offsite Impervious - Offsite Open Assume good condition Project Name:Heritage Subdivision Date:1/8/2020 Project Number:KLP-19000 Calculated By:S. Woodard, PE Subbasin ID:2-To SCM SCS CURVE NUMBER (REF: TR-55 and NRCS Web Soil Survey). HSG Impervious Open Wooded Pond A 98 39 30 100 B 98 61 55 100 C 98 74 70 100 D 98 80 77 100 HSG 'A' =0% HSG 'B' =0% HSG 'C' =5% HSG 'D' =95% Cover Composite Condition SCS CN Impervious 98 Open 79 Wooded 76 Pond 100 WATERSHED BREAKDOWN # of Onsite Lots =128 Assumed Impervious Area per Lot =4,840 sf 53'x80' building pad with 20' driveway and 10'x10' patio Total Impervious Area from Onsite Lots =619,520 sf Additional Onsite Impervious Area =209,350 sf Composite Area Area SCS CN [sf][acres] 98 828,870 19.03 79 699,507 16.06 76 0 0.00 100 67,585 1.55 98 0 0.00 79 0 0.00 76 0 0.00 100 0 0.00 Total Area =1,595,962 sf =36.64 acres Composite SCS CN =90 % Impervious =51.94% TIME OF CONCENTRATION Time of Concentration =5.00 minutes SCS Lag Time =3.00 minutes - POST DEVELOPMENT HYDROLOGIC CALCULATIONS Comments - Assume good condition Assume good condition Contributing Area Comments Onsite Impervious - Onsite Open Assume good condition Onsite Wooded Assume good condition Onsite Pond - Offsite Impervious - Offsite Open Assume good condition Offsite Wooded Assume good condition Offsite Pond - Project Name:Heritage Subdivision Date:1/8/2020 Project Number:KLP-19000 Calculated By:S. Woodard, PE Subbasin ID:3 SCS CURVE NUMBER (REF: TR-55 and NRCS Web Soil Survey). HSG Impervious Open Wooded Pond A 98 39 30 100 B 98 61 55 100 C 98 74 70 100 D 98 80 77 100 HSG 'A' =0% HSG 'B' =0% HSG 'C' =20% HSG 'D' =80% Cover Composite Condition SCS CN Impervious 98 Open 79 Wooded 76 Pond 100 WATERSHED BREAKDOWN Composite Area Area SCS CN [sf][acres] 98 36,009 0.83 79 93,126 2.14 76 512,504 11.77 100 0 0.00 98 0 0.00 79 0 0.00 76 0 0.00 100 0 0.00 Total Area =641,639 sf =14.73 acres Composite SCS CN =77 % Impervious =5.61% TIME OF CONCENTRATION Segment 1: Overland Flow Length =100 ft Upstream Elevation =638.00 ft Downstream Elevation =634.00 ft Height =4.00 ft Slope =0.0400 ft/ft Manning's n =0.40 wooded-light underbrush P (2-year/24-hour) =3.55 inches (Wesley Chapel, NC) Segment Time =15.45 minutes Segment 3: Channel Flow Length =1095 ft Upstream Elevation =634.00 ft Downstream Elevation =592.00 ft Height =42.00 ft Slope =0.0384 ft/ft Manning's n =0.045 natural channel Flow Area =1 sf (assume 1'x1' channel) Wetted Perimeter =3 lf (assume 1'x1' channel) Channel Velocity =3.12 ft/sec Segment Time =5.85 minutes Time of Concentration =5.85 minutes SCS Lag Time =3.51 minutes Segment 3: Channel Flow (Stream) Length =212 ft Upstream Elevation =592.00 ft Downstream Elevation =590.00 ft Height =2.00 ft Slope =0.0094 ft/ft Manning's n =0.045 natural channel Flow Area =16 sf (assume 4'x4' channel) Wetted Perimeter =12 lf (assume 4'x4' channel) Channel Velocity =3.90 ft/sec Segment Time =0.91 minutes 22.21 minutes Time of Concentration to POA 3 Segment 3: Channel Flow (Stream) Length =2140 ft Upstream Elevation =590.00 ft Downstream Elevation =584.00 ft Height =6.00 ft Slope =0.0028 ft/ft Manning's n =0.045 natural channel Flow Area =16 sf (assume 4'x4' channel) Wetted Perimeter =12 lf (assume 4'x4' channel) Channel Velocity =2.12 ft/sec Segment Time =16.79 minutes 16.79 minutes Time of Concentration to POA 1 Time of Concentration = Time of Concentration = - POST DEVELOPMENT HYDROLOGIC CALCULATIONS Comments - Assume good condition Assume good condition Contributing Area Comments Onsite Impervious - Onsite Open Assume good condition Onsite Wooded Assume good condition Offsite Wooded Assume good condition Offsite Pond - Onsite Pond - Offsite Impervious - Offsite Open Assume good condition Subsection: Master Network Summary Catchments Summary Peak Flow (ft³/s) Time to Peak (min) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel 131.79721.006.0861Post 1 yearSub 2 to SCM 165.86721.007.8372Post 2 yearSub 2 to SCM 230.90721.0012.76510Post 10 yearSub 2 to SCM 262.12721.0015.82125Post 25 yearSub 2 to SCM 14.74734.001.3231Post 1 yearSub 3 21.31734.001.8622Post 2 yearSub 3 36.89732.003.52910Post 10 yearSub 3 45.56732.004.62125Post 25 yearSub 3 15.58722.000.7501Post 1 yearSub 2 to Bypass 22.17722.001.0622Post 2 yearSub 2 to Bypass 37.42721.002.01110Post 10 yearSub 2 to Bypass 45.46721.002.63325Post 25 yearSub 2 to Bypass Node Summary Peak Flow (ft³/s) Time to Peak (min) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel 16.66722.006.7001Post 1 yearPOA 2 23.68722.004.1822Post 2 yearPOA 2 53.65751.009.76710Post 10 yearPOA 2 81.77727.0013.42225Post 25 yearPOA 2 14.74734.001.3231Post 1 yearPOA 3 21.31734.001.8622Post 2 yearPOA 3 36.89732.003.52910Post 10 yearPOA 3 45.56732.004.62125Post 25 yearPOA 3 20.30751.008.0231Post 1 yearPOA 1 28.72751.006.0042Post 2 yearPOA 1 87.74751.0013.24110Post 10 yearPOA 1 117.05751.0017.97525Post 25 yearPOA 1 Pond Summary Maximum Pond Storage (ac-ft) Maximum Water Surface Elevation (ft) Peak Flow (ft³/s) Time to Peak (min) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel (N/A)(N/A)131.79721.006.0861Post 1 yearSCM A (IN) 4.365599.832.091,080.005.9501Post 1 yearSCM A (OUT) (N/A)(N/A)165.86721.007.8372Post 2 yearSCM A (IN) 5.190600.316.85783.003.1202Post 2 yearSCM A (OUT) (N/A)(N/A)230.90721.0012.76510Post 10 yearSCM A (IN) 6.819601.2444.10752.007.75610Post 10 yearSCM A (OUT) (N/A)(N/A)262.12721.0015.82125Post 25 yearSCM A (IN) 1/8/2020KLP-19000.ppc Stuart Woodard, PEHeritage Subdivision Subsection: Master Network Summary Pond Summary Maximum Pond Storage (ac-ft) Maximum Water Surface Elevation (ft) Peak Flow (ft³/s) Time to Peak (min) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel 7.796601.7859.87752.0010.78925Post 25 yearSCM A (OUT) 1/8/2020KLP-19000.ppc Stuart Woodard, PEHeritage Subdivision HERITAGE SUBDIVISION KLP-19000 DESIGN OF STORMWATER CONTROL MEASURE A Heritage Subdivision KLP-19000 STORMWATER CONTROL MEASURE SSFxn Above NP S. Woodard, PE 01/08/2020 STAGE-STORAGE FUNCTION - ABOVE NORMAL POOL Average Incremental Accumulated Estimated Contour Contour Contour Contour Stage Contour Stage Area Area Volume Volume w/ S-S Fxn (feet)(feet)(SF)(SF)(CF)(CF)(feet) 597.00 0.00 59,144 598.00 1.00 66,530 62837 62837 62837 1.01 599.00 2.00 70,028 68279 68279 131116 1.99 600.00 3.00 73,583 71806 71806 202922 2.97 601.00 4.00 77,194 75389 75389 278310 3.98 602.00 5.00 80,862 79028 79028 357338 5.01 603.00 6.00 84,586 82724 82724 440062 6.07 1.08475402 11.03890692 62249.57079 KS = 62250 b =1.0848 y = 62250x1.0848 R² = 0.9998 0 50000 100000 150000 200000 250000 300000 350000 400000 450000 500000 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00Storage (CF)Stage (feet) Storage vs. Stage Heritage Subdivision KLP-19000 STORMWATER CONTROL MEASURE SSFxn Main Pool S. Woodard, PE 01/08/2020 STAGE-STORAGE FUNCTION - MAIN POOL Average Incremental Accumulated Estimated Contour Contour Contour Contour Stage Contour Stage Area Area Volume Volume w/ S-S Fxn (feet)(feet)(SF)(SF)(CF)(CF)(feet) 592.00 -1.00 30,739 593.00 0.00 32,935 594.00 1.00 35,184 34060 34060 34060 1.01 595.00 2.00 37,486 36335 36335 70395 1.98 596.00 3.00 39,842 38664 38664 109059 2.98 597.00 4.00 44,579 42211 42211 151269 4.04 *surface area and volume used for avg. depth calculation 1.072328294 10.42906809 33828.81005 KS = 33829 b =1.0723 Sediment Storage y = 33829x1.0723 R² = 0.9997 0 20000 40000 60000 80000 100000 120000 140000 160000 0.00 1.00 2.00 3.00 4.00 5.00Storage (CF)Stage (feet) Storage vs. Stage Heritage Subdivision KLP-19000 STORMWATER CONTROL MEASURE SSFxn Forebay S. Woodard, PE 01/08/2020 STAGE-STORAGE FUNCTION - FOREBAY Average Incremental Accumulated Estimated Contour Contour Contour Contour Stage Contour Stage Area Area Volume Volume w/ S-S Fxn (feet)(feet)(SF)(SF)(CF)(CF)(feet) 593.00 -1.00 5,819 594.00 0.00 7,236 595.00 1.00 8,658 7947 7947 7947 1.01 596.00 2.00 10,177 9418 9418 17365 1.96 597.00 3.00 13,241 11709 11709 29074 3.04 1.17490805 8.971720904 7877.145757 KS = 7877.1 b =1.1749 Sediment Storage y = 7877.1x1.1749 R² = 0.999 0 5000 10000 15000 20000 25000 30000 35000 0.00 1.00 2.00 3.00 4.00Storage (CF)Stage (feet) Storage vs. Stage Heritage Subdivision KLP-19000 STORMWATER CONTROL MEASURE SSFxn Forebay S. Woodard, PE 01/08/2020 Heritage Subdivision KLP-19000 STORMWATER CONTROL MEASURE Volume Calculation S. Woodard, PE 01/08/2020 TOTAL VOLUME OF FACILITY Volume of Main Pool below Normal Pool=151,269 cf Volume of Forebay below Normal Pool=29,074 cf Total Volume Below Normal Pool =180,343 cf Total Volume Above Normal Pool=440,062 cf Total Volume of Facility =620,405 cf FOREBAY PERCENTAGE OF PERMANENT POOL VOLUME approximately 15-20% of the main pool volume. Total Main Pool Volume =151,269 cf Provided Forebay Volume =29,074 cf Provided Forebay Volume % =19% AVERAGE DEPTH OF MAIN POOL Main Pool Volume at Normal Pool =151,269 cf Main Pool Area at Normal Pool =44,579 sf Average Depth =3.39 ft Per NCDEQ Minimum Design Criteria, the forebay volume should equal Heritage Subdivision KLP-19000 STORMWATER CONTROL MEASURE Surface Area Calculation S. Woodard, PE 01/08/2020 WET DETENTION BASIN SUMMARY Enter the drainage area characteristics ==> 36.64 acres 19.03 acres Note The basin must be sized to treat all impervious surface runoff draining into the pond, not just the impervious surface from on-site development. Drainage area =36.64 acres @ 51.9%impervious Estimate the surface area required at pond normal pool elevation ==> Wet Detention Basins are based on an minimum average depth of =3.39 feet (Calculated) 3.0 3.39 4.0 Lower Boundary =>50.0 1.79 1.51 Site % impervious =>51.9 1.85 1.73 1.56 Upper Boundary =>60.0 2.09 1.77 Therefore, SA/DA required =1.73 Surface area required for main pool at normal pool = 27,688 ft2 =0.64 acres Surface area provided for main pool at normal pool = 44,579 ft2 Total drainage area to pond = Total impervious area to pond = Heritage Subdivision KLP-19000 STORMWATER CONTROL MEASURE WQV Calculation S. Woodard, PE 01/08/2020 DETERMINATION OF WATER QUALITY VOLUME WQ V = (P)(R V )(A)/12 where, WQV = water quality volume (in acre-ft) RV = 0.05+0.009(I) where I is percent impervious cover A = area in acres P = rainfall (in inches) Input data: Total area, A =36.64 acres Impervious area =19.03 acres Percent impervious cover, I =51.9 % Rainfall, P =1.00 inches Calculated values: RV = 0.52 WQV = 1.58 acre-ft =68815 cf. ASSOCIATED DEPTH IN POND WQV = 68815 cf. Stage / Storage Data: Ks =62250 b =1.085 Zo =597.00 Volume in 1" rainfall =68815 cf. Calculated values: Depth of WQv in Basin =1.10 ft =13.16 inches Elevation =598.10 ft Heritage Subdivision KLP-19000 STORMWATER CONTROL MEASURE WQV Drawdown Calculation S. Woodard, PE 01/08/2020 DRAWDOWN ORIFICE DESIGN D orifice =4.5 inch # orifices =1 Ks =62250 b =1.0848 Cd orifice =0.60 Normal Pool Elevation =597.00 feet Volume @ Normal Pool =0 cf Orifice Invert =597.00 feet WSEL @ 1" Runoff Volume =598.10 feet WSEL Vol. Stored Orifice Flow Avg. Flow Incr. Vol.Incr. Time (feet)(cf)(cfs)(cfs)(cf)(sec) 598.10 68815 0.506 598.00 62269 0.479 0.492 6546 13291 597.90 55777 0.449 0.464 6493 13992 597.81 49343 0.418 0.434 6434 14836 597.71 42974 0.384 0.401 6369 15883 597.61 36678 0.347 0.365 6296 17229 597.52 30466 0.305 0.326 6212 19061 597.42 24352 0.257 0.281 6114 21775 597.32 18357 0.186 0.221 5995 27120 597.23 12513 0.109 0.147 5844 39642 597.13 6882 0.048 0.079 5631 71723 Drawdown Time =2.95 days Project Name:Heritage Subdivision Date:1/8/2020 Project Number:KLP-19000 Calculated By:S. Woodard, PE Facility ID:SCM A INPUT DATA Inside Length =4.00 ft Inside Width =4.00 ft Wall Thickness =6.00 in Standard Base Length =5.00 ft Standard Base Width =5.00 ft Standard Base Thickness =6.00 in Inside Height of Riser =4.70 ft Concrete Unit Weight =142.00 pcf Unit weight of manhole concrete is 142 pcf per NC Products Outside Diameter of Barrel =44.00 in Drain Pipe (if present) =6.00 in TRASH RACK DISPLACEMENT Bottom Length / Width =7.00 ft Calculation for truncated square pyramid Top Length / Width =1.00 ft Height =2.00 ft Trash Rack Displacement =38.000 cf CONCRETE PRESENT IN RISER STRUCTURE Riser Walls =42.300 cf Standard Base of Riser =12.500 cf Less Opening for Barrel =5.280 cf Less Opening for Drain Pipe =0.098 cf Total Concrete Less Openings =49.422 cf Weight of Concrete =7,018 lbs AMOUNT OF WATER DISPLACED BY RISER STRUCTURE Displacement by Concrete =49.422 cf Displacement by Open Air =75.200 cf Displacement by Trash Rack =38.000 cf Total Water Displaced =162.622 cf Weight of Water Displaced =10,148 lbs RISER ANTI-FLOTATION CALCULATION AMOUNT OF CONCRETE TO ADD TO RISER STRUCTURE Safety Factor =1.15 Recommend 1.15 or higher Add'l Weight for Bouyancy =4,652 lbs Bouyant Weight of Concrete =79.60 pcf Bouyant Weight w/ SF =69.22 pcf Add'l Concrete to Add =67.206 cf Less Standard Base =12.500 cf New Base Design Required =79.706 cf ANTI FLOTATION BLOCK DESIGN CALCULATIONS AF Block Length =8.00 ft AF Block Width =8.00 ft AF Block Thickness =15.00 in AF Block Provided =80.000 cf Total Concrete Present =116.922 cf Total Concrete Present =16,603 lbs Project Name: Heritage Subdivision Date: 1/8/2020 Project Number: KLP-19000 Calculated By: S. Woodard, PE Facility ID: SCM A DESIGN OF RIPRAP OUTLET PROTECTION Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual. Flow, Q10-yr =44.10 cfs Slope =1.02 % Pipe Diameter, Do =36 in =3.00 feet Number of pipes =1 Pipe separation =0.00 feet Manning's n =0.013 Zone from graph above =3 Outlet pipe diameter =36 in Length =24.00 ft Outlet flowrate =44.10 cfs Width =9.00 ft Outlet velocity =10.17 ft/sec Stone diameter =13.00 in Material =Class I Thickness =22.00 in Zone Material Diameter Thickness Length Width 1 Class A 3 9 4 x Do 3 x Do 2 Class B 6 22 6 x Do 3 x Do 3 Class I 13 22 8 x Do 3 x Do 4 Class I 13 22 8 x Do 3 x Do 5 Class II 23 27 10 x Do 3 x Do 6 Class II 23 27 10 x Do 3 x Do 7 Study Required RIPRAP OUTLET PROTECTION 10.17 ft/sec 0 5 10 15 20 25 0 1 2 3 4 5 6 7 8 9 10Velocity (ft/sec)Pipe diameter (ft) Figure 8.06.b.1 Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Zone 6 Zone 7 Storm Event: 1-yearLabel: SCM A Return Event: 1 yearsSubsection: Elevation-Area Volume Curve Volume (Total) (ac-ft) Volume (ac-ft) A1+A2+sqr (A1*A2) (ft²) Area (ft²) Planimeter (ft²) Elevation (ft) 0.0000.000059,1440.00597.00 1.4421.442188,40266,5300.00598.00 3.0091.567204,81570,0280.00599.00 4.6571.648215,39473,5830.00600.00 6.3881.731226,14477,1940.00601.00 8.2021.814237,06380,8620.00602.00 10.1011.899248,15184,5860.00603.00 1/8/2020KLP-19000.ppc Stuart Woodard, PEHeritage Subdivision Storm Event: 1-yearLabel: SCM A Return Event: 1 yearsSubsection: Outlet Input Data Requested Pond Water Surface Elevations ft597.00Minimum (Headwater) ft0.50Increment (Headwater) ft603.00Maximum (Headwater) Outlet Connectivity E2 (ft) E1 (ft) OutfallDirectionOutlet IDStructure Type 603.00598.00CulvertForwardOrifice-1Orifice-Circular 603.00600.20CulvertForwardOrifice-2Orifice-Area 603.00601.20CulvertForwardRiserInlet Box 603.00597.00CulvertForwardSiphonOrifice-Circular 603.00596.50TWForwardCulvertCulvert-Circular (N/A)(N/A)TailwaterTailwater Settings 1/8/2020KLP-19000.ppc Stuart Woodard, PEHeritage Subdivision Storm Event: 1-yearLabel: SCM A Return Event: 1 yearsSubsection: Outlet Input Data Structure ID: Culvert Structure Type: Culvert-Circular 1Number of Barrels in36.0Diameter ft49.00Length ft49.00Length (Computed Barrel) ft/ft0.010Slope (Computed) Outlet Control Data 0.013Manning's n 0.50Ke 0.01Kb 0.00Kr ft0.00Convergence Tolerance Inlet Control Data Form 1Equation Form 0.0098K 2.0000M 0.0398C 0.6700Y 1.16T1 ratio (HW/D) 1.30T2 ratio (HW/D) -0.50Slope Correction Factor Use unsubmerged inlet control 0 equation below T1 elevation. Use submerged inlet control 0 equation above T2 elevation In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... ft599.97T1 Elevation ft³/s42.85T1 Flow ft600.41T2 Elevation ft³/s48.97T2 Flow 1/8/2020KLP-19000.ppc Stuart Woodard, PEHeritage Subdivision Storm Event: 1-yearLabel: SCM A Return Event: 1 yearsSubsection: Outlet Input Data Structure ID: Riser Structure Type: Inlet Box 1Number of Openings ft601.20Elevation ft²16.00Orifice Area 0.60Orifice Coefficient ft16.00Weir Length (ft^0.5)/s3.00Weir Coefficient 1.00K Reverse 0.00Manning's n 0.00Kev, Charged Riser FalseWeir Submergence FalseOrifice H to crest Structure ID: Siphon Structure Type: Orifice-Circular 1Number of Openings ft597.00Elevation in4.5Orifice Diameter 0.60Orifice Coefficient Structure ID: Orifice-2 Structure Type: Orifice-Area 4Number of Openings ft600.20Elevation ft²3.00Orifice Area ft601.20Top Elevation ft600.70Datum Elevation 0.60Orifice Coefficient Structure ID: Orifice-1 Structure Type: Orifice-Circular 4Number of Openings ft598.00Elevation in3.0Orifice Diameter 0.60Orifice Coefficient Structure ID: TW Structure Type: TW Setup, DS Channel Free OutfallTailwater Type Convergence Tolerances 30Maximum Iterations ft0.01Tailwater Tolerance (Minimum) 1/8/2020KLP-19000.ppc Stuart Woodard, PEHeritage Subdivision Storm Event: 1-yearLabel: SCM A Return Event: 1 yearsSubsection: Outlet Input Data Convergence Tolerances ft0.50Tailwater Tolerance (Maximum) ft0.01Headwater Tolerance (Minimum) ft0.50Headwater Tolerance (Maximum) ft³/s0.001Flow Tolerance (Minimum) ft³/s10.000Flow Tolerance (Maximum) 1/8/2020KLP-19000.ppc Stuart Woodard, PEHeritage Subdivision Storm Event: 1 inchLabel: SCM A Return Event: 0 yearsSubsection: Composite Rating Curve Composite Outflow Summary Contributing StructuresConvergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) (no Q: Orifice-1,Orifice- 2,Riser,Siphon,Culvert)0.00(N/A)0.00597.00 Siphon,Culvert (no Q: Orifice-1,Orifice -2,Riser)0.00(N/A)0.30597.50 Siphon,Culvert (no Q: Orifice-1,Orifice -2,Riser)0.00(N/A)0.48598.00 Orifice-1,Siphon,Culvert (no Q: Orifice -2,Riser)0.00(N/A)1.19598.50 Orifice-1,Siphon,Culvert (no Q: Orifice -2,Riser)0.00(N/A)1.60599.00 Orifice-1,Siphon,Culvert (no Q: Orifice -2,Riser)0.00(N/A)1.91599.50 Orifice-1,Siphon,Culvert (no Q: Orifice -2,Riser)0.00(N/A)2.18600.00 Orifice-1,Siphon,Culvert (no Q: Orifice -2,Riser)0.00(N/A)2.28600.20 Orifice-1,Orifice-2,Siphon,Culvert (no Q: Riser)0.00(N/A)14.40600.50 Orifice-1,Orifice-2,Siphon,Culvert (no Q: Riser)0.00(N/A)34.38601.00 Orifice-1,Orifice-2,Siphon,Culvert (no Q: Riser)0.00(N/A)42.37601.20 Orifice-1,Orifice-2,Riser,Siphon,Culvert0.00(N/A)54.67601.50 Orifice-1,Orifice-2,Riser,Siphon,Culvert0.00(N/A)63.94602.00 Riser,Culvert (no Q: Orifice-1,Orifice- 2,Siphon)0.00(N/A)70.91602.50 Riser,Culvert (no Q: Orifice-1,Orifice- 2,Siphon)0.00(N/A)75.21603.00 1/8/2020KLP-19000.ppc Stuart Woodard, PEHeritage Subdivision Storm Event: 1 inchLabel: SCM A (IN) Return Event: 0 yearsSubsection: Level Pool Pond Routing Summary Infiltration No InfiltrationInfiltration Method (Computed) Initial Conditions ft597.00Elevation (Water Surface, Initial) ac-ft0.000Volume (Initial) ft³/s0.00Flow (Initial Outlet) ft³/s0.00Flow (Initial Infiltration) ft³/s0.00Flow (Initial, Total) min1.00Time Increment Inflow/Outflow Hydrograph Summary ft³/s28.87Flow (Peak In) min186.00Time to Peak (Flow, In) ft³/s0.35Flow (Peak Outlet) min364.00Time to Peak (Flow, Outlet) ft597.63Elevation (Water Surface, Peak) ac-ft0.892Volume (Peak) Mass Balance (ac-ft) ac-ft0.000Volume (Initial) ac-ft0.972Volume (Total Inflow) ac-ft0.000Volume (Total Infiltration) ac-ft0.488Volume (Total Outlet Outflow) ac-ft0.479Volume (Retained) ac-ft-0.005Volume (Unrouted) %0.5Error (Mass Balance) 1/8/2020KLP-19000.ppc Stuart Woodard, PEHeritage Subdivision Storm Event: 1-yearLabel: SCM A (IN) Return Event: 1 yearsSubsection: Level Pool Pond Routing Summary Infiltration No InfiltrationInfiltration Method (Computed) Initial Conditions ft597.00Elevation (Water Surface, Initial) ac-ft0.000Volume (Initial) ft³/s0.00Flow (Initial Outlet) ft³/s0.00Flow (Initial Infiltration) ft³/s0.00Flow (Initial, Total) min1.00Time Increment Inflow/Outflow Hydrograph Summary ft³/s131.79Flow (Peak In) min721.00Time to Peak (Flow, In) ft³/s2.09Flow (Peak Outlet) min1,080.00Time to Peak (Flow, Outlet) ft599.83Elevation (Water Surface, Peak) ac-ft4.365Volume (Peak) Mass Balance (ac-ft) ac-ft0.000Volume (Initial) ac-ft6.086Volume (Total Inflow) ac-ft0.000Volume (Total Infiltration) ac-ft5.950Volume (Total Outlet Outflow) ac-ft0.133Volume (Retained) ac-ft-0.003Volume (Unrouted) %0.1Error (Mass Balance) 1/8/2020KLP-19000.ppc Stuart Woodard, PEHeritage Subdivision Storm Event: 2-yearLabel: SCM A (IN) Return Event: 2 yearsSubsection: Level Pool Pond Routing Summary Infiltration No InfiltrationInfiltration Method (Computed) Initial Conditions ft597.00Elevation (Water Surface, Initial) ac-ft0.000Volume (Initial) ft³/s0.00Flow (Initial Outlet) ft³/s0.00Flow (Initial Infiltration) ft³/s0.00Flow (Initial, Total) min1.00Time Increment Inflow/Outflow Hydrograph Summary ft³/s165.86Flow (Peak In) min721.00Time to Peak (Flow, In) ft³/s6.85Flow (Peak Outlet) min783.00Time to Peak (Flow, Outlet) ft600.31Elevation (Water Surface, Peak) ac-ft5.190Volume (Peak) Mass Balance (ac-ft) ac-ft0.000Volume (Initial) ac-ft7.837Volume (Total Inflow) ac-ft0.000Volume (Total Infiltration) ac-ft3.120Volume (Total Outlet Outflow) ac-ft4.714Volume (Retained) ac-ft-0.003Volume (Unrouted) %0.0Error (Mass Balance) 1/8/2020KLP-19000.ppc Stuart Woodard, PEHeritage Subdivision Storm Event: 10-yearLabel: SCM A (IN) Return Event: 10 yearsSubsection: Level Pool Pond Routing Summary Infiltration No InfiltrationInfiltration Method (Computed) Initial Conditions ft597.00Elevation (Water Surface, Initial) ac-ft0.000Volume (Initial) ft³/s0.00Flow (Initial Outlet) ft³/s0.00Flow (Initial Infiltration) ft³/s0.00Flow (Initial, Total) min1.00Time Increment Inflow/Outflow Hydrograph Summary ft³/s230.90Flow (Peak In) min721.00Time to Peak (Flow, In) ft³/s44.10Flow (Peak Outlet) min752.00Time to Peak (Flow, Outlet) ft601.24Elevation (Water Surface, Peak) ac-ft6.819Volume (Peak) Mass Balance (ac-ft) ac-ft0.000Volume (Initial) ac-ft12.765Volume (Total Inflow) ac-ft0.000Volume (Total Infiltration) ac-ft7.756Volume (Total Outlet Outflow) ac-ft5.005Volume (Retained) ac-ft-0.004Volume (Unrouted) %0.0Error (Mass Balance) 1/8/2020KLP-19000.ppc Stuart Woodard, PEHeritage Subdivision Storm Event: 25-yearLabel: SCM A (IN) Return Event: 25 yearsSubsection: Level Pool Pond Routing Summary Infiltration No InfiltrationInfiltration Method (Computed) Initial Conditions ft597.00Elevation (Water Surface, Initial) ac-ft0.000Volume (Initial) ft³/s0.00Flow (Initial Outlet) ft³/s0.00Flow (Initial Infiltration) ft³/s0.00Flow (Initial, Total) min1.00Time Increment Inflow/Outflow Hydrograph Summary ft³/s262.12Flow (Peak In) min721.00Time to Peak (Flow, In) ft³/s59.87Flow (Peak Outlet) min752.00Time to Peak (Flow, Outlet) ft601.78Elevation (Water Surface, Peak) ac-ft7.796Volume (Peak) Mass Balance (ac-ft) ac-ft0.000Volume (Initial) ac-ft15.821Volume (Total Inflow) ac-ft0.000Volume (Total Infiltration) ac-ft10.789Volume (Total Outlet Outflow) ac-ft5.027Volume (Retained) ac-ft-0.004Volume (Unrouted) %0.0Error (Mass Balance) 1/8/2020KLP-19000.ppc Stuart Woodard, PEHeritage Subdivision Storm Event: 50-yearLabel: SCM A (IN) Return Event: 50 yearsSubsection: Level Pool Pond Routing Summary Infiltration No InfiltrationInfiltration Method (Computed) Initial Conditions ft597.00Elevation (Water Surface, Initial) ac-ft0.000Volume (Initial) ft³/s0.00Flow (Initial Outlet) ft³/s0.00Flow (Initial Infiltration) ft³/s0.00Flow (Initial, Total) min1.00Time Increment Inflow/Outflow Hydrograph Summary ft³/s283.24Flow (Peak In) min721.00Time to Peak (Flow, In) ft³/s68.04Flow (Peak Outlet) min752.00Time to Peak (Flow, Outlet) ft602.29Elevation (Water Surface, Peak) ac-ft8.751Volume (Peak) Mass Balance (ac-ft) ac-ft0.000Volume (Initial) ac-ft18.299Volume (Total Inflow) ac-ft0.000Volume (Total Infiltration) ac-ft13.249Volume (Total Outlet Outflow) ac-ft5.045Volume (Retained) ac-ft-0.005Volume (Unrouted) %0.0Error (Mass Balance) 1/8/2020KLP-19000.ppc Stuart Woodard, PEHeritage Subdivision Storm Event: 100-yearLabel: SCM A (IN) Return Event: 100 yearsSubsection: Level Pool Pond Routing Summary Infiltration No InfiltrationInfiltration Method (Computed) Initial Conditions ft597.00Elevation (Water Surface, Initial) ac-ft0.000Volume (Initial) ft³/s0.00Flow (Initial Outlet) ft³/s0.00Flow (Initial Infiltration) ft³/s0.00Flow (Initial, Total) min1.00Time Increment Inflow/Outflow Hydrograph Summary ft³/s302.69Flow (Peak In) min721.00Time to Peak (Flow, In) ft³/s73.65Flow (Peak Outlet) min752.00Time to Peak (Flow, Outlet) ft602.82Elevation (Water Surface, Peak) ac-ft9.749Volume (Peak) Mass Balance (ac-ft) ac-ft0.000Volume (Initial) ac-ft20.938Volume (Total Inflow) ac-ft0.000Volume (Total Infiltration) ac-ft15.868Volume (Total Outlet Outflow) ac-ft5.064Volume (Retained) ac-ft-0.006Volume (Unrouted) %0.0Error (Mass Balance) 1/8/2020KLP-19000.ppc Stuart Woodard, PEHeritage Subdivision