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Home My WebLink AboutSW1240602_Design Calculations_20241024 STORMWATER MANAGEMENT PLAN REVIEW PACKAGE Revised 10/22/24 .0), CA fp,„ 0 2 • : * m: 0: •• -1• •••'• .••'• /6 ...p..... TABLE OF CONTENTS PROJECT DESCRIPTION EXHIBIT A- USGS 7.5 MIN. TOPO EXHIBIT B - SOIL DATA (NRCS) EXHIBIT C - RAIN DATA EXHIBIT D -TR-55 REPORTS (PEAK FLOW) EXHIBIT E - CALCULATIONS - SEDIMENT TRAP AND DISSIPATION PAD SIZING - SCM SIZING & STORAGE VOLUME - TREATMENT & ATTENUATION - WEIR/ORIFACE SIZING & DRAWDOWN - PIPE SIZING - SWALE STABILIZATION EXHIBIT F - DEED PROJECT DESCRIPTION PROJECT NAME: JACKSON COUNTY SPLASH PAD PROJECT LOCATION: 335 Frank Allen Road, Cashiers, NC 28717 JACKSON COUNTY PROPERTY PIN(S): 7572119090 LATITUDE: 35° 6' 43.5" N LONGITUDE: -83°6' 26.2"W RECEIVING WATERS: CHATTOOGA RIVER, SAVANNA RIVER BASIN CONTACT FOR MAINTENANCE: DARLENE FOX, 828.586.4055, DARLENEFOX@JACKSONNC.ORG NARRATIVE: Jackson County is improving a portion of the park located in the Cashiers/Glenville Recreation Center. The existing park area slated for improvements under the Cashiers/Glenville Recreation Center Master Plan include the failing tennis courts and failing pool. This area is in need of stormwater and circulation improvements in addition to the community requested splash pad. Park improvements include replacing the (2) failing tennis courts with (1) new tennis court, (1) new basketball court and (2) new pickleball courts, replacing the existing playground with a newer structure and rubberized surface, and replacing the failing pool and pool building with a splash pad, restroom and shelter. In the existing condition, most of the stormwater flowing off of the project area originates on the project area with some water flowing from a few residential properties to the south. The water flows off the project area into a couple of stormwater catchments that then release the water into a tributary of the Chattooga River and then flows into Cashiers Lake. There is no existing stormwater feature. The waters described above are classified as Outstanding Resource Waters (ORW). In the proposed condition, the stormwater from the large majority of the project's area is directed to a constructed wetland. The site is broken into a high density drainage area (contributing to SCM1-constructed wetland) and a low density drainage area. The constructed wetland is designed to treat 1" off all impervious surfaces contributing as required, and attenuate peak storm flow for the 1yr-1hr storm. The low-density drainage area meets low density standards with no improvements that concentrate water and only a 5% increase in BUA. Due to the incredible qualities of the waters of this watershed, Equinox Environmental is proposing a stormwater treatment design (constructed wetland) that best mimics the existing regional condition and treats at a minimum the required volume of water, however, is sized to treat as much as the available space would allow. Efforts were made to capture as much of the impervious surface as possible. As seen on the stormwater plan, on sheet L4.0, stormwater is conveyed through a series of planted swales to the constructed wetland. The swales are heavily planted and calculated to be stable above a 50yr-24hr storm. Water is collected in the forebay, and overflows into the wetland through a weir structure sized to accommodate the 50yr storm. The outflow of SCM1 is opposite the inflow to maximize residency time. SCM1 is designed and planted to maximize treatment, including efforts to extend the hydrologic flow path (See stormwater sheets and details). SCM1 and the feeding swale were designed to maximize all available space and collect and treat stormwater sheet flow as early as possible. The outflow device is sized to draw down the treatment volume of the wetland over 72 hours and with an overflow weir sized to accommodate the 50yr-24hr storm. The outflow device is tied to the existing storm drain system as described in the existing condition. EXHIBIT A — USGS MAP N-------, in.,;( _.),-.7 AlLIK, 441 ( _____ }7._-___-..-__----1-7-\. 1/4 (--- tc,_; ' Ir . , \\\\* . , 1- . --171. -- , \ , , 4, „,,)(1..,,,,iit ,, _ ----__ ,, NANTAHALA7 NATIONAL , -' _ FOREST > r---,-- ___, - "a': I 1 , ,. 1 Gi PROJECT AREAo Cashiers Lake ashlers • j _ 3 Soil Map—Jackson County, North Carolina 3 EXHIBIT B - SOIL DATA 307820 307840 307860 307880 307900 307920 307940 307960 307980 308000 35°6'44"N I • nil I 35°6'44"N �25 j' A• r •�. , � EdD ' ‘ ; 017)11,:.; ./ _' r., • i Fcillt. trill 10 OP 1 IOC � A leWtB lk , , . e a • t 4 igh ) N 0. g Ud ' , - t • I . • M • # ., °AS I,4 4 I%‘0,. - d . Ilr4110114%:1 - i�l G ap GY a�Eotr(�@ W Uod a.t'ice,c-_ �,1 35°6'40"N -• ' 35°6'40"N 307820 307840 307860 307880 30/900 307920 307940 307960 307980 308000 7-1 3 3 co Map Scale:1:902 if printed on A landscape(11"x 8.5")sheet. lg co Meters N 0 0 10 20 40 60 Feet 0 40 80 160 240 Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 17N WGS84 USDA Natural Resources Web Soil Survey 5/11/2023 dim Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Map—Jackson County,North Carolina MAP LEGEND MAP INFORMATION Area of Interest(AOI) Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) 1:12,000. Q Stony Spot Soils Very Stony Spot Warning:Soil Map may not be valid at this scale. 0 Soil Map Unit Polygons Wet Spot Enlargement of maps beyond the scale of mapping can cause .�� Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil Other line placement.The maps do not show the small areas of p Soil Map Unit Points contrasting soils that could have been shown at a more detailed Special Line Features Special Point Features scale. w Blowout Water Features Streams and Canals Please rely on the bar scale on each map sheet for map cs Borrow Pit measurements. Transportation X Clay Spot Rails Source of Map: Natural Resources Conservation Service 0 Closed Depression Web Soil Survey URL: ti Interstate Highways Coordinate System: Web Mercator(EPSG:3857) X Gravel Pit US Routes Maps from the Web Soil Survey are based on the Web Mercator ,. Gravelly Spot Major Roads projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the 0 Landfill Local Roads Albers equal-area conic projection,should be used if more Lava Flow accurate calculations of distance or area are required. Background 46 Marsh or swamp Aerial Photography This product is generated from the USDA-NRCS certified data as of the version date(s)listed below. iRk Mine or Quarry Soil Survey Area: Jackson County,North Carolina O Miscellaneous Water Survey Area Data: Version 19,Sep 8,2022 Q Perennial Water Soil map units are labeled(as space allows)for map scales v Rock Outcrop 1:50,000 or larger. ▪ Saline Spot Date(s)aerial images were photographed: Mar 30,2021—Apr 4, 2021 Sandy Spot The orthophoto or other base map on which the soil lines were Severely Eroded Spot compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor • Sinkhole shifting of map unit boundaries may be evident. 3) Slide or Slip oa Sodic Spot )\ Natural Resources Web Soil Survey 5/11/2023 001. Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map—Jackson County,North Carolina Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI EdD Edneyville-Chestnut complex, 0.0 0.3% high precipitation, 15 to 30 percent slopes,stony Ud Udorthents,loamy 1.0 54.7% WtB Whiteside-Tuckasegee 0.8 45.0% complex,2 to 8 percent slopes Totals for Area of Interest 1.9 100.0% USDA Natural Resources Web Soil Survey 5/11/2023 Conservation Service National Cooperative Soil Survey Page 3 of 3 Map Unit Description:Whiteside-Tuckasegee complex,2 to 8 percent slopes---Jackson County, North Carolina Jackson County, North Carolina WtB—Whiteside-Tuckasegee complex, 2 to 8 percent slopes Map Unit Setting National map unit symbol: Icb8 Elevation: 1,700 to 4,800 feet Mean annual precipitation: 45 to 65 inches Mean annual air temperature: 46 to 57 degrees F Frost-free period: 100 to 150 days Farmland classification: All areas are prime farmland Map Unit Composition Tuckasegee and similar soils:45 percent Whiteside and similar soils:40 percent Minor components: 5 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Tuckasegee Setting Landform: Coves on mountain slopes, drainageways on mountain slopes, fans on mountain slopes Landform position (two-dimensional): Footslope, toeslope Landform position (three-dimensional): Mountainbase, base slope Down-slope shape: Concave Across-slope shape: Concave Parent material: Colluvium derived from igneous and metamorphic rock Typical profile A -0 to 13 inches: fine sandy loam Bw1 - 13 to 26 inches: fine sandy loam Bw2-26 to 47 inches: cobbly sandy clay loam BC-47 to 80 inches: cobbly sandy clay loam Properties and qualities Slope: 2 to 8 percent Depth to restrictive feature: More than 80 inches Drainage class:Well drained Runoff class: Low Capacity of the most limiting layer to transmit water(Ksat): High (1.98 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: Moderate (about 8.9 inches) Interpretive groups Land capability classification (irrigated): None specified USDA Natural Resources Web Soil Survey 5/11/2023 Conservation Service National Cooperative Soil Survey Page 1 of 3 Map Unit Description:Whiteside-Tuckasegee complex,2 to 8 percent slopes---Jackson County, North Carolina Land capability classification (nonirrigated): 2e Hydrologic Soil Group: A Ecological site: F130BY005WV- Mesic Colluvium Cool Aspect Hydric soil rating: No Description of Whiteside Setting Landform: Coves on mountain slopes, drainageways on mountain slopes, fans on mountain slopes Landform position (two-dimensional): Footslope, toeslope Landform position (three-dimensional): Mountainbase, base slope Down-slope shape: Concave Across-slope shape: Concave Parent material: Colluvium derived from igneous and metamorphic rock Typical profile Ap- 0 to 14 inches: fine sandy loam Bt- 14 to 47 inches: sandy clay loam Cg-47 to 80 inches: sandy clay loam Properties and qualities Slope: 2 to 8 percent Depth to restrictive feature: More than 80 inches Drainage class: Moderately well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table:About 24 to 36 inches Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: High (about 9.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C Ecological site: F130BY005WV- Mesic Colluvium Cool Aspect Hydric soil rating: No Minor Components Sylva, undrained Percent of map unit: 5 percent Landform: Drainageways on depressions Landform position (two-dimensional): Footslope, toeslope Landform position (three-dimensional): Mountainbase, base slope Down-slope shape: Linear, concave Across-slope shape: Concave USDA Natural Resources Web Soil Survey 5/11/2023 Conservation Service National Cooperative Soil Survey Page 2 of 3 Map Unit Description:Whiteside-Tuckasegee complex,2 to 8 percent slopes---Jackson County, North Carolina Hydric soil rating: Yes Data Source Information Soil Survey Area: Jackson County, North Carolina Survey Area Data: Version 19, Sep 8, 2022 USDA Natural Resources Web Soil Survey 5/11/2023 alli Conservation Service National Cooperative Soil Survey Page 3 of 3 Map Unit Description: Udorthents,loamy---Jackson County, North Carolina Jackson County, North Carolina Ud—Udorthents, loamy Map Unit Setting National map unit symbol: Ic9x Elevation: 1,150 to 6,180 feet Mean annual precipitation: 48 to 60 inches Mean annual air temperature: 46 to 57 degrees F Frost-free period: 116 to 170 days Farmland classification: Not prime farmland Map Unit Composition Udorthents, loamy, and similar soils: 90 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Udorthents, Loamy Setting Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope Down-slope shape: Linear, convex Across-slope shape: Convex Parent material: Loamy and stony mine spoil or earthy fill derived from metamorphic rock Typical profile C- 0 to 80 inches: sandy clay loam Properties and qualities Slope: 2 to 50 percent Surface area covered with cobbles, stones or boulders: 0.1 percent Depth to restrictive feature: More than 80 inches Drainage class:Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately low to very high (0.06 to 19.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: Moderate (about 7.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: C Ecological site: F130BY012WV- Non-Hydric Floodplains USDA Natural Resources Web Soil Survey 5/11/2023 Conservation Service National Cooperative Soil Survey Page 1 of 2 Map Unit Description: Udorthents,loamy---Jackson County, North Carolina Hydric soil rating: No Data Source Information Soil Survey Area: Jackson County, North Carolina Survey Area Data: Version 19, Sep 8, 2022 USDA Natural Resources Web Soil Survey 5/11/2023 Conservation Service National Cooperative Soil Survey Page 2 of 2 1/30/24, 10:10 AM Precipitation Frequency Data Server NOAA Atlas 14,Volume 2,Version 3 "*""',,,'"N, Location name:Cashiers,North Carolina, USA* '�- '°° g Latitude:35.1119°, Longitude:-83.1077° i um._ Elevation:3498 ft** i *source:ESRI Maps "a,�M^M;of EXHIBIT C - RA N DATA ��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 I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval(years) Duration 1 _ 2 5 10 25 50 100 200 500 1000 5-min 0.438 0.522 0.613 0.692 0.789 0.868 0.946 1.02 1.13 1.22 (0.398-0.483) (0.474-0.575) (0.557-0.676) (0.626-0.762) (0.709-0.868) (0.775-0.958) (0.839-1.05) (0.901-1.14) (0.979-1.26) (1.04-1.38) 10-min 0.699 0.834 0.982 1.11 1.26 1.38 1.50 1.62 1.78 1.92 (0.636-0.771) (0.758-0.920) (0.891-1.08) (1.00-1.22) (1.13-1.38) (1.23-1.53) (1.33-1.66) (1.43-1.81) (1.55-2.00) (1.64-2.17) 15-min 0.874 1.05 1.24 1.40 1.59 1.75 1.90 2.05 2.25 2.41 (0.794-0.963) (0.953-1.16) (1.13-1.37) (1.27-1.54) (1.43-1.75) (1.56-1.93) (1.68-2.10) (1.80-2.28) (1.95-2.52) (2.06-2.72) 30-min 1.20 1.45 1.76 2.03 2.36 2.64 2.91 3.19 3.58 3.90 (1.09-1.32) (1.32-1.60) (1.60-1.94) (1.84-2.23) (2.12-2.60) (2.35-2.91) (2.58-3.22) (2.81-3.55) (3.10-4.01) (3.34-4.41) 60-min 1.49 1.82 2.26 2.64 3.14 3.57 4.01 4.48 5.13 5.70 (1.36-1.65) (1.65-2.00) (2.05-2.49) (2.39-2.91) (2.82-3.46) (3.19-3.94) (3.55-4.44) (3.94-4.98) (4.45-5.75) (4.88-6.44) 2-hr 1.76 2.13 2.64 3.09 3.69 4.21 4.75 5.34 6.18 6.94 (1.60-1.94) (1.94-2.35) (2.40-2.91) (2.80-3.40) (3.32-4.06) (3.76-4.64) (4.21-5.26) (4.69-5.93) (5.36-6.92) (5.93-7.83) 3-hr 1.97 2.38 2.93 3.44 4.14 4.76 5.42 6.14 7.21 8.18 (1.80-2.17) (2.17-2.62) (2.68-3.24) (3.12-3.78) (3.72-4.56) (4.24-5.25) (4.79-5.99) (5.37-6.83) (6.20-8.07) (6.94-9.24) 6-hr 2.73 3.27 3.98 4.63 5.55 6.38 7.28 8.28 9.78 11.2 (2.50-3.00) (3.00-3.60) (3.64-4.38) (4.21-5.09) (5.01-6.11) (5.71-7.03) (6.44-8.06) (7.24-9.21) (8.38-11.0) (9.40-12.6) 12-hr 3.79 4.55 I 5.51 6.37 7.52 8.52 9.58 10.7 12.4 13.9 (3.48-4.15) (4.18-4.98) (5.06-6.04) (5.82-6.98) (6.83-8.26) (7.68-9.38) (8.55-10.6) (9.47-11.9) (10.8-13.8) (11.9-15.7) 24-hr 4.92 5.90 7.26 I 8.35 I 9.87 11.1 12.4 13.8 15.8 17.4 (4.56-5.34) (5.46-6.40) (6.72-7.88) (7.70-9.06) (9.05-10.7) (10.1-12.1) (11.2-13.5) (12.4-15.0) (14.0-17.3) (15.3-19.2) 2-day 6.02 7.20 8.77 10.0 11.8 13.2 14.7 ' 16.2 18.5 20.3 (5.59-6.51) (6.68-7.78) I (8.12-9.49) (9.26-10.9) (10.8-12.8) (12.1-14.3) (13.4-16.0) (14.7-17.8) (16.5-20.3) (17.9-22.5) 3-day 6.48 7.73 I 9.34 10.6 12.4 13.8 15.2 16.7 18.9 20.6 (6.04-6.98) (7.20-8.33) (8.68-10.1) (9.84-11.4) (11.4-13.3) (12.7-14.9) (13.9-16.5) (15.2-18.2) (17.0-20.7) (18.4-22.7) 4-day 6.95 8.26 9.90 11.2 12.9 14.3 15.8 17.2 19.3 21.0 (6.49-7.46) (7.72-8.87) (9.24-10.6) (10.4-12.0) (12.0-13.9) (13.3-15.4) (14.5-17.0)i (15.8-18.7) (17.4-21.0) (18.8-23.0) 7-day 8.30 9.86 11.8 13.4 15.5 17.2 19.0 20.8 23.4 25.5 (7.74-8.94) (9.19-10.6) (11.0-12.7) (12.4-14.4) (14.4-16.7) (15.9-18.6) I (17.4-20.5) (19.0-22.6) (21.1-25.4) (22.8-27.8) 10-day 9.60 11.4 13.5 15.2 17.5 19.3 21.2 23.1 25.8 27.9 (8.97-10.3) (10.6-12.2) (12.6-14.5) (14.1-16.3) I (16.2-18.8) (17.9-20.8) (19.5-22.8) (21.2-25.0) (23.4-27.9) (25.1-30.4) 20-day 12.8 15.1 17.5 19.4 21.9 I 23.7 25.5 27.3 29.6 31.4 (12.1-13.7) (14.2-16.1) (16.5-18.7) I (18.3-20.7) (20.5-23.3) (22.2-25.2) (23.8-27.2) (25.4-29.2) (27.4-31.8) (28.9-33.8) 30-day 15.6 18.3 20.9 22.9 25.4 27.3 29.0 30.7 32.9 34.5 (14.8-16.5) I (17.3-19.3) (19.8-22.1) (21.7-24.2) (24.0-26.9) (25.7-28.9) (27.3-30.8) (28.8-32.7) (30.7-35.0) (32.1-36.8) 45-day 19.7 23.1 26.0 28.2 30.7 32.6 34.3 35.8 37.7 39.1 (18.8-20.7) (22.0-24.3) I (24.7-27.3) (26.8-29.6) (29.2-32.3) (30.9-34.3) (32.4-36.1) (33.8-37.8) (35.5-39.9) (36.7-41.5) 60-day 23.6 27.5 30.8 33.1 35.9 I 37.8 39.6 41.2 43.1 44.4 (22.6-24.7) I (26.3-28.8) (29.4-32.2) (31.6-34.7) (34.2-37.6) I (36.0-39.7) (37.6-41.6) (39.1-43.3) (40.8-45.4) (42.0-46.9) 1 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 90%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 NOAAAtlas 14 document for more information. Back to Top PF graphical https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=35.1119&Ion=-83.1077&data=depth&units=english&series=pds#table 1/4 1/30/24, 10:10 AM Precipitation Frequency Data Server PDS-based depth-duration-frequency (DDF) curves Latitude: 35.1119°, Longitude: -83.1077° Average recurrence interval 40 - • , (years) c dVA/ — 1 -c 30 - — 2 a — 5 a) -0 — 10 • 20co 1"/ — 50 a — 100 7 � — 200 500 — 1000 0- c c c c f_ f, t- I- >, >,>, >, >, > > >,> •_ •_ •_ • •— L fL L Lri L f43 r43-3 0 Co -22 -22 -22-2 u1 i 4 0 $ Duration N N14'4 N 2 N M v 8 40 - c •-- Duration 30 - — oill y 5-min — 2-day -o c — 10-min — 3-day o ▪ 20 -111111111.1...— 15 mrn — 4-day 1° .a =- - 30 min — 7-day a) — 60-rnn — 10 day a 10 __1� —r — 2-hr — 20-day -------- — 3-hr — 30-day - -- — 6-hr — 45-day 0- — 12-hr — 60-day — 24-hr 1 2 5 10 25 50 100 200 500 1000 Average recurrence interval (years) NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Tue Jan 30 15:09:39 2024 Back to Top Maps & aerials Small scale terrain https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=35.1119&Ion=-83.1077&data=depth&units=english&series=pds#table 2/4 1/30/24, 10:10 AM Precipitation Frequency Data Server .34'' I ICashiers Chd¢o 0 Ar L3km l 2mi It/ Large scale terrain SFF -'—yam; Q` Johnson city• 0 ,, win! Knoxville l it Mib-h ll 111`G •Asheville N 0F .C- ' QV .•� ,Chattanooga - I •Greenville 100kmillirdatiliglialli ! Q. fAII: • 60mi (idiir Large scale map Knonfill� Asheville 7 r vim•EINE t' Rr Gre- 1 le Cf m III Ill 100km Athens 60mi • Large scale aerial https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=35.1119&Ion=-83.1077&data=depth&units=english&series=pds#table 3/4 1/30/24, 10:10 AM Precipitation Frequency Data Server Johnson City Knoxville Asheville • Chattanooga Greenville 1181 111 100km Athens • 60mi S Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring,MD 20910 Questions?:HDSC.Questions(c�noaa.gov Disclaimer https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lot=35.1119&Ion=-83.1077&data=depth&units=english&series=pds#table 4/4 EXHIBIT D - Drainage 1 peak flows Jason Jackson-Splash Pad Jackson Valley NOAA County, North Carolina Hydrograph Peak/Peak Time Table Sub-Area Peak Flow and Peak Time (hr) by Rainfall Return Period or Reach 10-Yr 25-Yr 50-Yr 1-Yr Identifier (cfs) (cfs) (cfs) (cfs) (hr) (hr) (hr) (hr) S BA•EAS D1_Pre 10.63 13.02 14.91 5.22 11.94 11.93 11.93 11.94 D1_Post 11.26 13.67 15.56 5.76 11.93 11.93 11.93 11.93 REACHES OUTLET 21.87 26.68 30.45 10.97 WinTR-55, Version 1.00.10 Page 1 10/22/2024 3:32:03 PM Jason Splash Pad sub watersheds Jackson Valley NOAA County, North Carolina Hydrograph Peak/Peak Time Table Sub-Area Peak Flow and Peak Time (hr) by Rainfall Return Period or Reach 25-Yr 50-Yr 1-Yr Identifier (cfs) (cfs) (cfs) (hr) (hr) (hr) SUBAREAS Sub A 3.44 3.94 1.38 11.93 11.93 11.93 Sub B 0.40 0.45 0.19 11.93 11.93 11.93 Sub C 1.34 1.51 0.63 11.93 11.93 11.93 Sub D 1.01 1.14 0.46 11.93 11.93 11.93 Sub E 2.57 2.90 1.17 11.93 11.93 11.93 Sub F 3.50 3.94 1.65 11.93 11.93 11.93 Sub H 18.92 - 21.69 7.46 11.90 11.90 12.00 REACHES OUTLET 29.93 34.19 12.32 WinTR-55, Version 1.00.10 Page 1 5/13/2024 4:07:52 PM Jason Splash Pad sub watersheds Jackson Valley NOAA County, North Carolina Hydrograph Peak/Peak Time Table Sub-Area Peak Flow and Peak Time (hr) by Rainfall Return Period or Reach 50-Yr Identifier (cfs) (hr) SUBAREAS swale A 3.94 11.93 swale B 1.04 11.93 swale C 1.67 11.93 swale D 1.51 11.93 swale E 9.39 11.93 swale F 0.45 0.98 11.93 .,wale G 0.54 11.93 cwalc H 0.72 11.93 swale I 0.71 11.93 swale J 0.73 0.87 11.93 swale K 21.69 11.93 REACHES OUTLET 42.38 WinTR-55, Version 1.00.10 Page 1 2/28/2024 12:16:46 PM EXHIBIT E - CALCULATIONS Sediment Trap Sizing Requirements 3600 cf/ac 435 sf/Qio 2:1 in dimension 3 baffles 3.5' min. in depth 1' in cut at min. stone spillway Sediment Trap 1 Disturbed acres: 1.2 ac Qio: 11.94 cfs Required volume: 4320 cf Required sq footage: 5194 sf Skimmer Size: 1.5" with .7" radius oriface, based on 3-day drawdown Dissipation Pad Sizing FOR METHOD SEE 8.06 OF NC EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL Inlet protection SCM1/ Oultet protection Pipe 6 Pipes and SCM protection were sized using the 50yr storm Q50=7.98cfs D=24" v=3.11 fps Utilizing applied chart, d50=5" (class A riprap) La=12" Outlet protection for Pipe 5 Q50=4.04cfs D=18" v=3.33fps Utilizing applied chart, d50=5" (class A riprap) La=9' Drainage 1 (high density) SCM1 The runoff treatment option is utilized for permitting (1" storm). In addition, peak flow attenuation was calculated for the 1yr, 10yr, 25, yr, and 50yr for sizing protection and outfalls. For density calcualtions the formula, (proposed BUA-existing BUA)/(drainage area-existing BUA)was used. For flow, storage, and treatment calculations the full build out (proposed BUA)was used. Pre/Post flow POST PRE ql= 5.76 ql= 5.22 q10= 11.26 q10= 10.63 q25= 13.67 q25= 13.02 q50= 15.56 q50= 14.91 Treatment/Volume Attenuation Runoff Treatment option for permitting. NRCS Curve Number method was used for all calculations Drainage Area 1: 51,321 sf Existing BUA: 21,014 sf Proposed BUA: 29,353 sf Impervious 57.2 % g0tot= 5.22 gltot 5.76 Peak Flow(Q1): cfs For sizing SCM (requirement) gOmax= 5.22 Peak flow SCM out(actual) q0= 3 Peak flow SCM in Post q1= 5.76 Calculating volume storage(volume match): Vs=Vr(Vs/Vr ratio) Vs/Vr ratio=CO+C1(g0/q1)+C2(g0/g1)2+C3(g0/g1)3 Vr=Q*A Q* =(P-0.25)2/(P+0.85) P= 4.93 in q0/q1= 0.521 For Type II rainfall: CO= 0.682 C1= -1.43 C2= 1.64 C3= -0.804 Vs/Vr ratio= 0.268494 Q*= 3.81 in Vr(cf)= 10,243 cf 2,750 cf Vs(cf)= 2,750 cf SCM (1-yr storage storage) Calculating Volume Treatment S=(1000/CN)—10 S=Maximum retention after rainfall begins(in.) CN=Curve number(unitless) Q*=(P-0.2S)2/(P+0.8S) Q*=Runoff depth (in.) P=Rainfall depth (in.) V=(Q*(A))/12 imper.area= 32,270 sf CN= 90 S= 1.111 in P= 1 in Q*= 0.320 in V= 861 cf w/12"treatment depth,treatment area= 861 sf Designed Storage SCM1 1,664 cf top 6" weir to drawdown at 3 cfs 1,279 cf lower 6" oriface to drawdown over 72-120hours 2,943 cf Summary pre-development peak flow off-site 5.76cfs post-development peak flow off-site with SCM (1yr-storm) 3.00cfs s/ required storage(1" storm) 861cf designed storage(treatment) 1,279cf s/ Stage storage table storage storage SCM 1 Elevation provided(cf) required(cf) notes 3493.5 0 0 treatment level(bottom of 1st weir) 3494.0 1,279 861 treatment volume required bottom of 2nd weir 3494.5 2943 2750 1-yr storm overflow(match pre-rate) rim elevation 3495.25 7434 5012 10-yr storm overflow(match pre-rate) peak attenuation(25-yr storm) 3495.25 7434 7195 25-yr storm overflow(match pre-rate) Orifice Sizing 1-yr(treatment) Q=CoA(2gHo)^0.5 Typical default C o=0.60 Q= Discharge(cfs) Co=Coefficient of discharge(unitless) A=Cross-sectional area of oriface(sq ft) g=Acceleration of gravity(32.2ft/secA2) Ho=Driving head(usually us Ho/3 for drawdown to reflect lowering head) Wetland Drawdown Goal drawdown time(min)=72hr 259,200 sec Volume= 1,279 cf Q= 0.0049 cfs Co= 0.60 g= 32.2 ft/secA2 Ho/3= 0.5 ft A= 0.0014493 sf 0.2086983 inA2 diameter= 0.52 in 48hr drawdown time 172800 Volume= 1,279 cf Q= 0.0074 cfs Co= 0.60 g= 32.2 ft/secA2 Ho/3= 0.5 ft A= 0.0021739 sf 0.3130474 inA2 diameter= 0.63 in Goal drawdown time(max)= 120hr 432,000 sec Volume= 1,279 cf Q= 0.0030 cfs Co= 0.60 g= 32.2 ft/secA2 Ho/3= 0.5 ft A= 0.0008696 sf 0.125219 inA2 diameter= 0.40 in diameter to be 0.40 < x < 0.63 Weir Sizing Rectangualr Compound Rectangualr Q=CWLH^1.5 Q=2/3CWL1H1^1.5=2/3CwL2H2^1.5 Broad crested Cw=3.0 Q=Discharge(cfs) C.=Weir Coefficient(unitless) L= Length of weir(ft) H=Driving head(ft) Weir 1 1-yr for final outfall Compound weir(l0yr) Q= 5.76 cfs Q= 11.26 cfs Cw= 3 Cw= 3 H= 0.5 ft H1= 1 ft H2= 0.5 L= 5.4 ft L1= 5.4 ft L2= 4.1 ft SCM1 outfall 1-yr for final outfall Q= 3 cfs Cw= 3 H= 0.67 ft L= 1.8 ft Compound weir(10yr) Q= 11.26 cfs Cw= 3 H1= 1.5 ft H2= 0.75 L1= 1.8 ft 18"wetland facing side L2= 6.8 ft 26"all four sides Pipe Sizing 25-yr *See TR-55 report for sub watershed flows *See watershed diagram for delineations Routing: Outfall Contribution Total flow(Q50) Pipe size Pipe 1 Sub A 3.94 cfs 18 in Pipe 2 Sub C 1.51 cfs 15 in Pipe 3 Sub B +C 1.96 cfs 15 in Pipe 4 Sub D 1.14 cfs 15 in Pipe 5 Sub D+ E 4.04 cfs 18 in Pipe 6 Sub D+ E + F 7.98 cfs 24 in Pipe 7/8 Sub D+ E+ F+G 24.9G cfs 15.56cfs 30 in Pipe Sizing: *See HY-8 for calculations HY-8 Analysis Results Culvert Summary Table - Pipe 1 ulvert Crossing: Pipe 1 Total Culve eadwa Inlet Outlet Flow Normal Critical Outlet T ate Outlet Tailwate Dischar Dischar ter Control Control Type Depth Depth Dept r Depth Velocity r ge (cfs) ge (cfs) Elevatio h(ft)Depth(ft) (ft) (ft) (ft) (ft/s) Velocity n (ft) (ft/s) 2.81 2.81 1.90 0.90 0.0* 1-S2n 0.46 .64 0.46 0.30 6.17 4.67 2.98 2.98 1.94 0.94 0.0* 1- 0 0.66 0.48 0.31 6.18 4.76 3.15 3.15 1.97 0.97 0.0* 1-S 0.68 0.49 0.32 6.28 4.85 3.32 3.32 2.00 1.00 0.0* -S2n 0.50 69 0.50 0.34 6.47 4.94 3.49 3.49 2.03 1.03 0. 1-S2n 0.51 0.71 0.51 0.35 6.56 5.02 3.67 3.67 2.06 1.06 0.0* 1-S2n 0.52 0.73 O. 0.36 6.65 5.10 3.84 3.84 2.09 . 9 0.0* 1-S2n 0.54 0.75 0.54 6.73 5.18 3.94 3.94 2. 1.11 0.0* 1-S2n 0.55 0.76 0.55 0.38 78 5.22 4.18 4.18 2.15 1.15 0.00 1-S2n 0.56 0.78 0.57 0.39 6.79 5.32 4.35 . 5 2.18 1.18 0.04 1-S2n 0.58 0.80 0.58 0.40 6.86 5. 4.5 4.52 2.21 1.21 0.07 1-S2n 0.59 0.82 0.60 0.41 6.92 5.46 Crossing - Pipe 1, Design Discharge - 3.9 cfs Culvert - Pipe 1, Culvert Discharge - 3.9 cfs 5.5 • 5.0 4.5 4.0 3.5 9- 0 3.0 a) .111 w 2.5 2.0 1.5 1.0 0.5 -20 -10 0 30 40 50 60 70 80 10 20 Station (ft) HY-8 Analysis Results Culvert Su I ary Table - Pipe 2 Culvert Cro ing: Pipe 2 Total Culvert Headwa t Outlet Flow Normal Critical Outlet Tai rate Outlet Tailwate Dischar Dischar ter Con I Control Type Depth Depth Depth •epth Velocity r ge (cfs) ge (cfs) Elevatio Depth(f epth(ft) (ft) (ft) (ft) (ft) (ft/s) Velocity n (ft) (ft/s) 1.12 1.12 0.77 0.57 0.24 1-S2n 0.29 0.42 0.31 0.18 4.68 4.17 1.18 1.18 0.78 0.58 0.25 1- n 0.30 . 3 0.32 0.18 4.73 4.25 1.24 1.24 0.80 0.60 0.27 1-S2n 0.31 0.44 0.33 0.19 4.78 4.32 1.30 1.30 0.81 0.61 0.28 1-S2n . 1 0.45 0.34 0.20 4.83 4.39 1.36 1.36 0.83 0.63 0.29 1-S2 0.32 0.46 0.35 0.20 4.88 4.46 1.42 1.42 0.85 0.65 0.31 2n 0.33 i 47 0.36 0.21 4.93 4.53 1.47 1.47 0.86 0.66 0.32 1-S2n 0.33 0.48 0.36 0.21 4.97 4.59 1.51 1.51 0.87 0.67 3 1-S2n 0.34 0.49 437 0.22 5.00 4.63 1.59 1.59 0.90 0.70 0.34 1-S2n 0.35 0.50 0.3: 0.23 5.06 4.71 1.65 1.65 0.91 1 0.36 1-S2n 0.35 0.51 0.39 4.23 5.10 4.77 1.71 1.71 0.93 0.73 0.37 1-S2n 0.36 0.52 0.40 0. = 5.14 4.83 Crossing - Pipe 2, Design Discharge - 1 .5 cfs Culvert - Pipe 2, Culvert Discharge - 1.5 cfs 3.5- A • 3.0- 2.5- 2.0 c� a) w — 1 .5- 1.0— 0.5— o- -2 0 2 4 6 8 10 12 14 Station (ft) HY-8 Analysis Results C ert Summary Table - Pipe 3 C ert Crossing: Pipe 3 Total Culvert adwa Inlet Outlet Flow Normal Critical Outlet Tailwa utlet Tailwate Dischar Dischar ter Control Control Type Depth Depth Depth r th Velocity r ge (cfs) ge (cfs) Elevatio th(ft)Depth(ft) (ft) (ft) (ft) ft) (ft/s) Velocity n (ft) (ft/s) 1.46 1.46 1.01 0.661 S2n 0.36 0.48 0.37 0.24 4.87 4.00 1.54 1.54 1.03 0.68 0.19 1-S2n 0.37 . 9 0.38 0.25 4.94 4.07 1.61 1.61 1.06 0.71 0.21 1- n 0.3 0.50 0.39 0.26 5.00 4.14 1.69 1.69 1.08 0.73 0.22 1-S2n .39 0.52 0.40 0.27 5.06 4.20 1.76 1.76 1.10 0.75 0.24 1- n 0.4 0.53 0.41 0.28 5.11 4.26 1.84 1.84 1.12 0.77 0.26 1-S2n 0.40 4 0.41 0.28 5.17 4.32 1.92 1.92 1.14 0.79 . 8 1-S2n 0.41 0.55 0.42 0.29 5.22 4.38 1.96 1.96 1.15 0.8 0.29 1-S2n 0.42 0.56 0.30 5.25 4.41 2.07 2.07 1.18 .83 0.31 1-S2n 0.43 0.57 0.44 0.31 5.32 4.49 2.14 2.14 1 0.84 0.33 1-S2n 0.44 0.58 0.45 0. _ 5.37 4.54 2.22 2.22 1.21 0.86 0.35 1-S2n 0.45 0.59 0.46 0.32 .42 4.59 Crossing - Pipe 3, Design Discharge - 2.0 cfs Culvert - Pipe 3, Culvert Discharge - 2.0 cfs 3.5- • 3.0- 2.5- 2.0 o i c�a�w 1 .5 1.0 0.5 -5 0 5 10 15 20 25 30 Station (ft) HY-8 Analysis Results Culvert Summary Table - Pipe 4 Culvert Crossing: Pipe 4 Total Culvert Headwa Inlet Outlet Flow Normal Critical Outlet Tailwate Outlet Tailwate Dischar Dischar ter Control Control Type Depth Depth Depth r Depth Velocity r ge (cfs) ge (cfs) Elevatio Depth(ft)Depth(ft) (ft) (ft) (ft) (ft) (ft/s) Velocity n (ft) (ft/s) 0.84 0.84 1.49 0.49 0.0* 1-S2n 0.27 0.36 0.27 0.17 4.38 3.31 0.89 0.89 1.50 0.50 0.0* 1-S2n 0.27 0.37 0.27 0.18 4.44 3.37 0.93 0.93 1.52 0.52 0.0* 1-S2n 0.28 0.38 0.28 0.18 4.51 3.43 0.98 0.98 1.53 0.53 0.0* 1-S2n 0.29 0.39 0.29 0.19 4.57 3.49 1.02 1.02 1.54 0.54 0.0* 1-S2n 0.29 0.40 0.29 0.19 4.63 3.55 1.07 1.07 1.55 0.55 0.0* 1-S2n 0.30 0.41 0.30 0.20 4.69 3.60 1.12 1.12 1.57 0.57 0.0* 1-S2n 0.31 0.42 0.31 0.20 4.75 3.65 1.14 1.14 1.57 0.57 0.0* 1-S2n 0.31 0.42 0.31 0.21 4.78 3.68 1.21 1.21 .E U. +J C.0. ::-S2n 0.32 0.43 0.32 0.21 4.86 3.75 1.25 1.25 1.60 0.60 0.0* 1-S2n 0.33 0.44 0.33 0.22 4.91 3.80 1.30 1.30 1.62 0.62 0.0* 1-S2n 0.33 0.45 0.33 0.23 4.96 3.85 Crossing - Pipe 4, Design Discharge - 1 . 1 cfs Culvert - Pipe 4, Culvert Discharge - 1.1 cfs 3.0— • A 2.5- 2.0— 9— 0 > 1 .5— a) w - - a_ 1.0- 0.5— 0 -20 -10 0 10 20 30 40 50 60 70 80 90 Station (ft) HY-8 Analysis Results Culvert Summary Table - Pipe 5 Culvert Crossing: Pipe 5 Total Culvert Headwa Inlet Outlet Flow Normal Critical Outlet Tailwate Outlet Tailwate Dischar Dischar ter Control Control Type Depth Depth Depth r Depth Velocity r ge (cfs) ge (cfs) Elevatio Depth(ft)Depth(ft) (ft) (ft) (ft) (ft) (ft/s) Velocity n (ft) (ft/s) 2.98 2.98 2.24 0.94 0.0* 1-S2n 0.52 0.66 0.52 0.49 5.49 3.04 3.14 3.14 2.27 0.97 0.0* 1-S2n 0.53 0.67 0.53 0.51 5.57 3.09 3.30 3.30 2.30 1.00 0.0* 1-S2n 0.55 0.69 0.55 0.53 5.65 3.13 3.46 3.46 2.33 1.03 0.0* 1-S2n 0.56 0.71 0.56 0.54 5.73 3.18 3.62 3.62 2.36 1.06 0.0* 1-S2n 0.58 0.73 0.58 0.56 5.80 3.22 3.79 3.79 2.39 1.09 0.0* 1-S2n 0.59 0.74 0.59 0.58 5.87 3.26 3.95 3.95 2.42 1.12 0.0* 1-S2n 0.60 0.76 0.60 0.60 5.93 3.31 4.04 4.04 2.43 1.13 0.0* 1-S2n 0.61 0.77 0.61 0.61 5.97 3.33 4.27 4.27 2.47 1.17 0.0* 1-S2n 0.63 0.79 0.63 0.63 6.06 3.38 4.43 4.43 2.50 1.20 0.0* 1-S2n 0.64 0.81 0.64 0.65 6.12 3.42 4.59 4.59 2.53 1.23 0.0* 1-S2n 0.66 0.82 0.66 0.66 6.17 3.45 Crossing - Pipe 5, Design Discharge - 4.0 cfs Culvert - Pipe 5, Culvert Discharge - 4.0 cfs 3.5 • • 3.0 2.5 2.0 — 1 .5- 1.0 0.5 0 l � -40 -20 0 20 40 60 80 100 120 140 160 Station (ft) HY-8 Analysis Results Culvert Summary Table - Culvert 1 Culvert Crossing: Pipe 6 Total Culvert Headwa Inlet Outlet Flow Normal Critical Outlet Tailwate Outlet Tailwate Dischar Dischar ter Control Control Type Depth Depth Depth r Depth Velocity r ge (cfs) ge (cfs) Elevatio Depth(ft)Depth(ft) (ft) (ft) (ft) (ft) (ft/s) Velocity n (ft) (ft/s) 5.91 5.91 1.52 1.22 0.65 1-S2n 0.62 0.86 0.67 0.35 6.42 2.79 6.22 6.22 1.56 1.26 0.69 1-S2n 0.63 0.88 0.69 0.37 6.50 2.84 6.54 6.54 1.60 1.30 0.72 1-S2n 0.65 0.91 0.71 0.38 6.57 2.89 6.85 6.85 1.64 1.34 0.76 1-S2n 0.67 0.93 0.73 0.39 6.64 2.94 7.16 7.16 1.68 1.38 0.79 1-S2n 0.68 0.95 0.75 0.40 6.71 2.99 7.47 7.47 1.71 1.41 0.82 1-S2n 0.70 0.97 0.76 0.41 6.78 3.04 7.79 7.79 1.75 1.45 0.86 1-S2n 0.71 0.99 0.78 0.42 6.85 3.09 7.98 7.98 1.77 1.47 0.88 1-S2n 0.72 1.01 0.79 0.43 6.89 3.11 8.41 8.41 1.82 1.52 0.93 1-S2n 0.74 1.03 0.82 0.44 6.97 3.18 8.73 8.73 1.85 1.55 0.96 1-S2n 0.76 1.05 0.83 0.45 7.03 3.22 9.04 9.04 1.89 1.59 1.00 1-S2n 0.77 1.07 0.85 0.46 7.09 3.26 Crossing - Pipe 6, Design Discharge - 8.0 cfs Culvert - Culvert 1, Culvert Discharge - 8.0 cfs 4.5— 4.0— 3.5— 3.0— _ c 2.5— o co 13 w20 1.5— 1.0— o- - 0.5— -5 0 5 10 15 20 25 Station (ft) Culvert Summary Table-Pipes 7&8 Total Culvert Headwater Inlet Outlet Outlet Tailwater Discharge Discharge Elevation Control Control Flow Normal Critical Outlet Tailwater Velocity Velocity (cfs) (cfs) (ft) Depth(ft) Depth(ft) Type Depth(ft) Depth(ft) Depth(ft) Depth(ft) (ft/s) (ft/s) 7.98 7.98 1.60 1.30 0.71 1-S2n 0.66 0.94 0.73 0.43 6.69 3.11 9.15 9.15 1.71 1.41 0.80 1-S2n 0.71 1.01 0.79 0.47 6.90 3.28 10.32 10.32 1.83 1.53 0.89 1-S2n 0.75 1.07 0.84 0.50 7.09 3.42 11.49 11.49 1.93 1.63 0.98 1-S2n 0.80 1.14 0.90 0.54 7.26 3.56 12.66 12.66 2.03 1.73 1.07 1-S2n 0.84 1.19 0.95 0.57 7.43 3.69 13.83 13.83 2.13 1.83 1.16 1-S2n 0.88 1.25 1.00 0.61 7.58 3.80 15.56 15.56 2.27 1.97 1.29 1-S2n 0.94 1.33 1.07 0.65 7.80 3.97 16.17 16.17 2.32 2.02 1.34 1-S2n 0.96 1.36 1.09 0.67 7.87 4.02 17.34 17.34 2.41 2.11 1.43 1-S2n 0.99 1.41 1.13 0.70 8.00 4.12 18.51 18.51 2.50 2.20 1.53 1-S2n 1.03 1.46 1.18 0.73 8.13 4.22 19.68 19.68 2.58 2.28 1.62 1-S2n 1.07 1.51 1.22 0.76 8.26 4.31 Crossing - Pipe 7, Design ischarge -cf.!5.6 c s Culvert - Culvert 1, Culvert Discharge - 15.6 4.5- 4.0- 3.5- 3.0— 4- c2.5— . w 2.0— 1 .5 • ------------ 1 .0 F • 0.5— - 15 20 0 5 10 25 2/28/24, 12:40 PM ECMDS 7.0 NORTH North American Green AMERICAN 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 GREEN Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v7.0 CHANNEL ANALYSIS >>>swale a Name swale a Discharge 3.94 Channel Slope 0.024 Channel Bottom Width 1.5 Left Side Slope 4 Right Side Slope 4 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Mix(Sod and Bunch) Vegetation Density Very Good 80-95% Soil Type Clay Loam(CL) Unreinforced Vegetation Normal Permissible Calculated Safety Staple Phase Reach Discharge Velocity Mannings N Remarks Depth Shear Stress Shear Stress Factor Pattern Unreinforced Straight 3.94 cfs 1.86 ft/s 0.56 ft 0.061 4 Ibs/ft2 0.85 lbs/ft2 4.73 STABLE Vegetation Underlying Straight 3.94 cfs 1.86 ft/s 0.56 ft 0.061 4 lbs/ft2 0.52 lbs/ft2 7.74 STABLE Substrate https://ecmds.com/project/159876/channel-analysis/260928/show 1/1 2/28/24, 12:42 PM ECMDS 7.0 NORTH North American Green AMERICAN 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 GREEN Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v7.0 CHANNEL ANALYSIS >>>swale b Name swale b Discharge 1.04 Channel Slope 0.02 Channel Bottom Width 1.5 Left Side Slope 4 Right Side Slope 4 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Mix(Sod and Bunch) Vegetation Density Very Good 80-95% Soil Type Clay Loam(CL) Unreinforced Vegetation Normal Permissible Calculated Safety Staple Phase Reach Discharge Velocity Mannings N Remarks Depth Shear Stress Shear Stress Factor Pattern Underlying Straight 1.04 cfs 1.05 ft/s 0.36 ft 0.077 4 Ibs/ft2 0.29 lbs/ft2 13.64 STABLE Substrate Unreinforced Straight 1.04 cfs 1.05 ft/s 0.36 ft 0.077 4 Ibs/ft2 0.45 Ibs/ft2 8.99 STABLE Vegetation https://ecmds.com/project/159876/channel-analysis/260929/show 1/1 2/28/24, 12:45 PM ECMDS 7.0 NORTH North American Green AMERICAN 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 GREEN Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v7.0 CHANNEL ANALYSIS >>>swale c Name swale c Discharge 1.67 Channel Slope 0.027 Channel Bottom Width 1 Left Side Slope 3 Right Side Slope 3 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Mix(Sod and Bunch) Vegetation Density Very Good 80-95% Soil Type Clay Loam(CL) Unreinforced Vegetation Normal Permissible Calculated Safety Staple Phase Reach Discharge Velocity Mannings N Remarks Depth Shear Stress Shear Stress Factor Pattern Unreinforced Straight 1.67 cfs 1.6 ft/s 0.45 ft 0.064 4 Ibs/ft2 0.75 lbs/ft2 5.33 STABLE Vegetation Underlying Straight 1.67 cfs 1.6 ft/s 0.45 ft 0.064 4 lbs/ft2 0.46 lbs/ft2 8.71 STABLE Substrate https://ecmds.com/project/159876/channel-analysis/260930/show 1/1 2/28/24, 12:45 PM ECMDS 7.0 NORTH North American Green AMERICAN 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 GREEN Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v7.0 CHANNEL ANALYSIS >>>swale d Name swale d Discharge 1.51 Channel Slope 0.057 Channel Bottom Width 2 Left Side Slope 3 Right Side Slope 3 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Mix(Sod and Bunch) Vegetation Density Very Good 80-95% Soil Type Clay Loam(CL) Unreinforced Vegetation Normal Permissible Calculated Safety Staple Phase Reach Discharge Velocity Mannings N Remarks Depth Shear Stress Shear Stress Factor Pattern Underlying Straight 1.51 cfs 2.18 ft/s 0.25 ft 0.054 4 Ibs/ft2 0.69 lbs/ft2 5.82 STABLE Substrate Unreinforced Straight 1.51 cfs 2.18 ft/s 0.25 ft 0.054 4 Ibs/ft2 0.9 lbs/ft2 4.47 STABLE Vegetation https://ecmds.com/project/159876/channel-analysis/260932/show 1/1 2/28/24, 12:47 PM ECMDS 7.0 NORTH North American Green AMERICAN 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 GREEN Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v7.0 CHANNEL ANALYSIS >>>swale e Name swale e Discharge 9.39 Channel Slope 0.026 Channel Bottom Width 1 Left Side Slope 3 Right Side Slope 3 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Mix(Sod and Bunch) Vegetation Density Very Good 80-95% Soil Type Clay Loam(CL) Unreinforced Vegetation Normal Permissible Calculated Safety Staple Phase Reach Discharge Velocity Mannings N Remarks Depth Shear Stress Shear Stress Factor Pattern Underlying Straight 9.39 cfs 2.9 ft/s 0.88 ft 0.051 4 Ibs/ft2 0.8 lbs/ft2 5.03 STABLE Substrate Unreinforced Straight 9.39 cfs 2.9 ft/s 0.88 ft 0.051 4 Ibs/ft2 1.44 Ibs/ft2 2.79 STABLE Vegetation https://ecmds.com/project/159876/channel-analysis/260934/show 1/1 10/22/24,4:52 PM ECMDS 7.0 NORTH North American Green AMERICAN 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 GREEN Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com CHANNEL ANALYSIS >>>swale f Name swale f Discharge 0.98 Channel Slope 0.026 Channel Bottom Width 1 Left Side Slope 4 Right Side Slope 4 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Mix(Sod and Bunch) Vegetation Density Very Good 80-95% Soil Type Clay Loam(CL) Unreinforced Vegetation Normal Permissible Calculated Safety Staple Phase Reach Discharge Velocity Mannings N Remarks Depth Shear Stress Shear Stress Factor Pattern Unreinforced Straight 0.98 cfs 1.19 ft/s 0.34 ft 0.072 4 lbs/ft2 0.56 lbs/ft2 7.15 STABLE -- Vegetation Underlying Straight 0.98 cfs 1.19 ft/s 0.34 ft 0.072 4 lbs/ft2 0.35 Ibs/ft2 11.55 STABLE Substrate https://ecmds.com/project/159876/channel-analysis/260935/show 1/1 2/28/24, 12:50 PM ECMDS 7.0 NORTH North American Green AMERICAN 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 GREEN Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v7.0 CHANNEL ANALYSIS >>>swale G Name swale G Discharge 0.54 Channel Slope 0.036 Channel Bottom Width 1.5 Left Side Slope 4 Right Side Slope 4 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Mix(Sod and Bunch) Vegetation Density Very Good 80-95% Soil Type Clay Loam(CL) Unreinforced Vegetation Normal Permissible Calculated Safety Staple Phase Reach Discharge Velocity Mannings N Remarks Depth Shear Stress Shear Stress Factor Pattern Underlying Straight 0.54 cfs 1.11 ft/s 0.21 ft 0.072 4 Ibs/ft2 0.34 Ibs/ft2 11.79 STABLE Substrate Unreinforced Straight 0.54 cfs 1.11 ft/s 0.21 ft 0.072 4 Ibs/ft2 0.47 Ibs/ft2 8.55 STABLE Vegetation https://ecmds.com/project/159876/channel-analysis/260936/show 1/1 2/28/24, 12:52 PM ECMDS 7.0 NORTH North American Green AMERICAN 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 GREEN Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v7.0 CHANNEL ANALYSIS >>>swale H Name swale H Discharge 0.72 Channel Slope 0.037 Channel Bottom Width 1.5 Left Side Slope 4 Right Side Slope 4 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Mix(Sod and Bunch) Vegetation Density Very Good 80-95% Soil Type Clay Loam(CL) Unreinforced Vegetation Normal Permissible Calculated Safety Staple Phase Reach Discharge Velocity Mannings N Remarks Depth Shear Stress Shear Stress Factor Pattern Underlying Straight 0.72 cfs 1.26 ft/s 0.23 ft 0.069 4 Ibs/ft2 0.38 lbs/ft2 10.41 STABLE Substrate Unreinforced Straight 0.72 cfs 1.26 ft/s 0.23 ft 0.069 4 Ibs/ft2 0.54 Ibs/ft2 7.39 STABLE Vegetation https://ecmds.com/project/159876/channel-analysis/260938/show 1/1 2/28/24, 12:54 PM ECMDS 7.0 NORTH North American Green AMERICAN 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 GREEN Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v7.0 CHANNEL ANALYSIS >>>swale I Name swale I Discharge 0.71 Channel Slope 0.02 Channel Bottom Width 2 Left Side Slope 3 Right Side Slope 3 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Sod Former Vegetation Density Very Good 80-95% Soil Type Clay Loam(CL) Unreinforced Vegetation Normal Permissible Calculated Safety Staple Phase Reach Discharge Velocity Mannings N Remarks Depth Shear Stress Shear Stress Factor Pattern Underlying Straight 0.71 cfs 0.92 ft/s 0.27 ft 0.08 4 Ibs/ft2 0.26 lbs/ft2 15.45 STABLE -- Substrate Unreinforced Straight 0.71 cfs 0.92 ft/s 0.27 ft 0.08 4 Ibs/ft2 0.34 Ibs/ft2 11.68 STABLE -- Vegetation https://ecmds.com/project/159876/channel-analysis/260939/show 1/1 10/22/24,4:55 PM ECMDS 7.0 NORTH North American Green AMERICAN 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 GREEN Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com Mk'S 7.1 CHANNEL ANALYSIS >>>swale j Name swale j Discharge 0.87 Channel Slope 0.024 Channel Bottom Width 1.5 Left Side Slope 3 Right Side Slope 3 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Sod Former Vegetation Density Very Good 80-95% Soil Type Clay Loam(CL) Unreinforced Vegetation Normal Permissible Calculated Safety Staple Phase Reach Discharge Velocity Mannings N Remarks Depth Shear Stress Shear Stress Factor Pattern Unreinforced Straight 0.87 cfs 1.14 ft/s 0.31 ft 0.073 4 lbs/ft2 0.47 lbs/ft2 8.56 STABLE -- Vegetation Underlying Straight 0.87 cfs 1.14 ft/s 0.31 ft 0.073 4 lbs/ft2 0.33 Ibs/ft2 12.2 STABLE Substrate https://ecmds.com/project/159876/channel-analysis/260940/show 1/1 5/13/24,4:17 PM ECMDS 7.0 NORTH North American Green AMERICAN 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 GREEN Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v7.0 CHANNEL ANALYSIS >>>swale k Name swale k Discharge 21.69 Channel Slope 0.034 Channel Bottom Width 1 Left Side Slope 3 Right Side Slope 3 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Mix(Sod and Bunch) Vegetation Density Very Good 80-95% Soil Type Silt Loam(SM) Unreinforced Vegetation Normal Permissible Calculated Safety Staple Phase Reach Discharge Velocity Mannings N Remarks Depth Shear Stress Shear Stress Factor Pattern Unreinforced Straight 21.69 cfs 4.55 ft/s 1.1 ft 0.043 4 Ibs/ft2 2.34 Ibs/ft2 1.71 STABLE Vegetation Underlying Straight 21.69 cfs 4.55 ft/s 1.1 ft 0.043 2.37 lbs/ft2 1.27 lbs/ft2 1.87 STABLE Substrate https://ecmds.com/project/159876/channel-analysis/265600/show 1/1 EXHIBIT F - DEED fK 1148 357 REGISTEPF P NVAPp-r P 3:11r '.P.EGtsiER OF DEEDS ACKSON el.N C, Fxcise Tax:SU.DU Coral lefe,Rcuprovod Parcel ID k7572-11-9089 This instrument prepared by: J.Edwin Henson Mail after recording tn: Henson&Paul,P.A. • P.O.Box 386.Cashiers,NC 28717 WARRANTY DEED THIS WARRANTY DEED is made this 28" day of Mar* 2002, by and between CASHIERS COMMUNITY COUNCIL, INC., a North Carolina non-profit corporation (hereinafter referred to as the "GRANTOR"), and CASHIERS VALLEY COMMUNITY COUNCIL,INC.,*North Carolina non-profit corporation,of P.O.Box 82.Cashiers,NC 28717, ;hereintitter referred to as the"GRANTEE,"l. The designation"GRANTOR"rind"GRANTEE"as used herein shall include said parties,their heirs,successors,and assigns,and shall Include singular. plural,masculine,feminine or neuter as required by context. r„ WiTNESS!?TH: ' THAT said GRANTOR,for gnod and valuable consideration paid by the GRANTEE.the rucei pt of which is hereby acknns,ledged,has and by these presents does hereby give,grant,bargain, sell and convey unto said GRANT EIS in fee simple,all of that eerlain lot,parcel or trail of land situate, lying and being in Cashiers Township, Jackson County, North Carolina, and more . particularly described as follows: Being all of tho lands and premises described in the Deed dated Dec-umber 7.1978, tiorn Cashiers Valley Community Center,Inc.to the ilrantor he min,recorded in fool 492,Page 4193,Jackson County Registry. Together with the tight•of-way described in the Right of Way Deed front Maggie Zachary to Cashiers Valley Community Center, Inc„dated May 23. 1963,and recorded in hook 270,Page 385,Jackson County Registry. Suhject en the Right of Way Agreement to the State Highway Commission,dated Rheumy t 1,I970,and recorded in Book 348,Page 129.Jackson County Registry. Subject to the Easement to Nantaluda Pois er and Light Company,recorded in Book 713,Page 350,Jackson Count)'Registry. To HAVE AND TO HOLD the above-described hods end premises and all privileges and appurtenances thereto Wringing,or in anywise appertaining,unto the GRANTEE in fee simple AM)the said GRANTOR covenants to and with the CiR ANTES.that GRANTOR is sthed of the premises in fee simple,has the tight to convey the same in fee simple,and that title is marketable and tree and clear of all encumbrances,except as set forth above,and that GRANTOR will warrant and 4.fend the title,gains'the lawful claims of all persrms whoms:,ever,except for the exceptions herein*err), .''f urr�eett APR'12 21 NFPFOtJ k l'AUC l•A • mercersIredrrpq,wr.rne+nva^na�vsr+=an+,w,w,w' ' "4t 5� • BK 1148 38 1N WITNESS WHEREOF.the GRANTOR has caused this isrtnuucnt to b:cxecuted by ils duly aathotizeti offica. CASHIERS COMMUNITY COL'NCLL,INC. • By:_ ±�. ....�1... ./. Pr idcnt — STATE OF Noc1J{tar°f;na... COUNTY OF Matson I, e-trac....k_ - smti ,a Notary Public,certify that r�Wi a 41 it644en4?7_,personally appeared befrxe inn this day and acknowledged that heishr is President of CASHIERS COMMUNITY COUNCIL.INC.,a North Casnlina non-protit corporation.and that heishe.an President,being authoRn:d to dr.so.executed the for oing nn heltalf of the C-orporation. WFI'NESS my hand and nu larial seal this / „day of lip r r J r 20 . iF 'OFFI'PsGAIi !• F . Not Public .• My Commission Expires: 4ritJ . eta _ STATE OF NORTH CAROLINA COON 1Y OF JAG'ICSOI' The Ccrtificatefs)of Glnee E )-' _ is/tne certified to be correct. l�s i strumenl w s placated for repst_-ation sort reLonled at . 2__o'clock t_M. on the Srday of FOYi I r 2O,in heed hoot: 1144 at Page. __ 042..A:40.A.;17a-r - Reg'. MI'reds • • 1 t6Nscra a.PAU,P.A. US CI r67KLTSQ.410e n]Ink SY.CAA FRl[11.:r,7,LI,,43c61 .,