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Home My WebLink About20160451 Ver 1_SW Permit Application COMBINED 4 of 5_20160622RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET (Version 8.99) (Reference Design Note No. 6 (Second Edition), Jan. 23, 1986 JOB: 1516 - PLUNGE POOL D DESIGNER: RMB Date: 6/21/2016 CHECKER: MDL Date: 6/21/2016 INPUT DATA: Conduit Diameter D = 1.25 ft Conduit Discharge: Q = 6.15 cfs Conduit Slope at Outlet: S = 0.02 ft/ft Conduit Outlet Invert Elevation: EI, CO = 2282.80 ft Tailwater Elevation: EI, TW = 2281.80 ft Outlet Channel Invert Elevation: EI, CH = 2281.30 ft Water Density: RHO = 1.00 Bed/Riprap Particle Density: (Default 2.64) RHOS = 2.64 D, 50 Riprap Size: RS = 0.50 ft Riprap Thickness: (2.5*D, 50 recommended) RT = 1.25 ft Bedding Thickness: (6 inch min. rec.) (Enter 0 for geotextile) BT = 0.00 ft Side Slope Ratio: Zw = 1.60 ft/ft Upstream End Slope Ratio: Zlu = 2.03 ft/ft Downstream End Slope Ratio: Zld = 1.71 ft/ft Combined End Slope Ratio: Z1 = 1.87 ft/ft OUTPUT ---POOL LOCATION AND DIMENSIONS: Vert. Dist. from Tailwater to Conduit Invert: Zp = 1.00 ft Submergence Check: (If Zp < 0 , Use Zp = 0) Use Zp = 1.00 ft Beaching Check: [Q/(gD^5)^0.5 <= (1.0+25*D,50/D)] 0. K. **Beaching Controlled** Distance from Conduit Exit to C/L Pool: Xm = 2.24 ft Pool depth at C/L Below Conduit Invert: Zp+0.8Zm = 1.91 ft Pool Bottom Elev: EI,PB = 2280.89 ft Pool Bottom Length: 2Lr2 = 0.78 ft Pool Bottom Width: 2Wr2 = 0.73 ft Upstream Pool Length at Tailwater Elev.: Lru = 2.25 ft Downstream Pool Length at Tailwater Elev.: Lrd = 1.95 ft Pool Width at Tailwater Elev.: 2Wr = 3.66 ft Check Side Slope Ratio: (Wr>=We) 0. K. **Side Slope Ratio Zw O.K.** Check Min. End Slope Ratio: (Lru & Lrd >= Le) 0. K. **End Slope Ratios O.K.** Check Upstream Length: (Lru >= Xm) 0. K. **End Slope Ratio Zlu O.K.** Pool Bottom Elev. at Bottom of Riprap: El, BR = 2279.64 ft Pool Bottom Elev. at Bottom of Bedding: EI, BB = 2279.64 ft OUTPUT ---VOLUMES BELOW WATER SURFACE ELEVATION: Volume of Excavation (measured from bottom surface of bedding): V,pbs = 2.5 cu yd Volume of Rock Riprap: V,rs = 2.3 cu yd Area of Geotextile: A,gt = 13.6 sq yd Spreadsheet developed by D. Hurtz, Midwest NTC, 1/90 Spreadsheet modified by M. Dreischmeier, Eau Claire TC, Wis., 3/98 Design Note No. 6 (Second Edition), Jan. 23, 1986 RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET Reference Design Note No. 6 (Second Edition), Jan. 23, 1986 Elev.2282.8 Elev. 2281.3 Elev. 1.9 2280.9 0.8 1 1 2.0 1.7 •— 1.4 —� 2.2 ---► 2.2 3.6 -+ SECTION A-A ' 8.4 3.7 77 0.7 1.3 1.6 f— 1.4—+ SECTION B-B B A A ROCK GRADATION % Passin Size (in) B 100 12 1516 - PLUNGE POOL D 60-85 9 LANDOWNER 25-50 6 5-20 3 DESIGNER: RMB 0-5 1.2 SHEET OF RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET (Version 8.99) (Reference Design Note No. 6 (Second Edition), Jan. 23, 1986 JOB: 1516 - PLUNGE POOL E DESIGNER: RMB Date: 6/21/2016 CHECKER: MDL Date: 6/21/2016 INPUT DATA: Conduit Diameter D = 1.25 ft Conduit Discharge: Q = 4.20 cfs Conduit Slope at Outlet: S = 0.02 ft/ft Conduit Outlet Invert Elevation: El, CO = 2236.50 ft Tailwater Elevation: EI, TW = 2235.50 ft Outlet Channel Invert Elevation: EI, CH = 2235.00 ft Water Density: RHO = 1.00 Bed/Riprap Particle Density: (Default 2.64) RHOS = 2.64 D, 50 Riprap Size: RS = 0.50 ft Riprap Thickness: (2.5*D, 50 recommended) RT = 1.25 ft Bedding Thickness: (6 inch min. rec.) (Enter 0 for geotextile) BT = 0.00 ft Side Slope Ratio: Zw = 1.57 ft/ft Upstream End Slope Ratio: Zlu = 2.74 ft/ft Downstream End Slope Ratio: Zld = 1.65 ft/ft Combined End Slope Ratio: Z1 = 2.20 ft/ft OUTPUT ---POOL LOCATION AND DIMENSIONS: Vert. Dist. from Tailwater to Conduit Invert: Zp = 1.00 ft Submergence Check: (if Zp < 0 , Use Zp = 0) Use Zp = 1.00 ft Beaching Check: [Q/(gD^5)^0.5 <= (1.0+25*D,50/D)] 0. K. **Beaching Controlled** Distance from Conduit Exit to C/L Pool: Xm = 1.36 ft Pool depth at C/L Below Conduit Invert: Zp+0.8Zm = 1.43 ft Pool Bottom Elev: EI,PB = 2235.07 ft Pool Bottom Length: 2Lr2 = 0.36 ft Pool Bottom Width: 2Wr2 = 0.34 ft Upstream Pool Length at Tailwater Elev.: Lru = 1.37 ft Downstream Pool Length at Tailwater Elev.: Lrd = 0.89 ft Pool Width at Tailwater Elev.: 2Wr = 1.70 ft Check Side Slope Ratio: (Wr>=We) 0. K. **Side Slope Ratio Zw O.K.** Check Min. End Slope Ratio: (Lru & Lrd >= Le) 0. K. **End Slope Ratios O.K.** Check Upstream Length: (Lru >= Xm) 0. K. **End Slope Ratio Zlu O.K.** Pool Bottom Elev. at Bottom of Riprap: El, BR = 2233.82 ft Pool Bottom Elev. at Bottom of Bedding: EI, BB = 2233.82 ft OUTPUT ---VOLUMES BELOW WATER SURFACE ELEVATION: Volume of Excavation (measured from bottom surface of bedding): V,pbs = 1.3 cu yd Volume of Rock Riprap: V,rs = 1.2 cu yd Area of Geotextile: A,gt = 9.5 sq yd Spreadsheet developed by D. Hurtz, Midwest NTC, 1/90 Spreadsheet modified by M. Dreischmeier, Eau Claire TC, Wis., 3/98 Design Note No. 6 (Second Edition), Jan. 23, 1986 ROCK GRADA RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET Reference Design Note No. 6 (Second Edition), Jan. 23, 1986 1 Elev.22.36.5 1. q Elev. T n /2235.0 Elev. 1.4 , 235.1 1 2.7 1.7 1.4 -� 1.4 2.4 —► SECTION A -A 6.4 a 1.7 1.3 ' \ \ / / 1.6 n 1.1 SECTION B -B 1 RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET (Version 8.99) (Reference Design Note No. 6 (Second Edition), Jan. 23, 1986 JOB: 1516 - PLUNGE POOL r � J ✓tVR �� DESIGNER: RMB CHECKER: MDL INPUT DATA: Conduit Diameter Conduit Discharge: Conduit Slope at Outlet: Conduit Outlet Invert Elevation: Tailwater Elevation: Outlet Channel Invert Elevation: Water Density: Bed/Riprap Particle Density: (Default 2.64) D, 50 Riprap Size: Riprap Thickness: (2.5*D, 50 recommended) Bedding Thickness: (6 inch min. rec.) (Enter 0 for geotextile) Side Slope Ratio: Upstream End Slope Ratio: Downstream End Slope Ratio: Combined End Slope Ratio: OUTPUT ---POOL LOCATION AND DIMENSIONS: Vert. Dist. from Tailwater to Conduit Invert: Submergence Check: (if Zp < 0 , Use Zp = 0) Beaching Check: [Q/(gD^5)^0.5 <= (1.0+25*D,50/D)] **Beaching Controlled** Distance from Conduit Exit to C/L Pool: Pool depth at C/L Below Conduit Invert: Pool Bottom Elev: Pool Bottom Length: Pool Bottom Width: Upstream Pool Length at Tailwater Elev.: Downstream Pool Length at Tailwater Elev.: Pool Width at Tailwater Elev.: Check Side Slope Ratio: (Wr>=We) **INCREASE SIDE SLOPE RATIO, Zw** Check Min. End Slope Ratio: (Lru & Lrd >= Le) **INCREASE END SLOPE RATIO, Zlu** Check Upstream Length: (Lru >= Xm) **INCREASE END SLOPE RATIO, Zlu** Pool Bottom Elev. at Bottom of Riprap: Pool Bottom Elev. at Bottom of Bedding: OUTPUT ---VOLUMES BELOW WATER SURFACE ELEVATION: Volume of Excavation (measured from bottom surface of bedding): Volume of Rock Riprap: Area of Geotextile: Date: 6/21/2016 Date: 6/21/2016 D = 1.25 Zp+0.8Zm = 0.95 ft Q = 0.26 cfs -0.03 ft S= 0.08 ft/ft 1 EI, CO = 2442.00 ft -90.86 ft EI, TW = 2441.00 ft EI, CH = 2440.50 ft RHO = 1.00 RHOS = 2.64 0. M e4ti�g R5= 0.50 ft RT = 1.25 ft �� BT= 0.00 ft Zw = 1000.00 ft/ft G� Zlu = 1000.00 ft/ft Zld = 1000.00 ft/ft Z1 = 1000.00 ft/ft use c� j•f rV app Zp = 1.00 ft Use Zp = 1.00 ft 0. K. Xm = 0.08 ft Zp+0.8Zm = 0.95 ft EI,PB = 2441.05 ft 2Lr2 = -0.03 ft 2Wr2 = -0.03 ft Lru = -45.43 ft Lrd = -45.43 ft 2Wr = -90.86 ft *PROBLEM* *PROBLEM* *PROBLEM* EI, BR = 2439.80 ft EI, BB = 2439.80 ft V,pbs = 86314.2 cu yd V, rs = 86318.8 cu yd A,gt = 579034.7 sq yd Spreadsheet developed by D. Hurtz, Midwest NTC, 1/90 Spreadsheet modified by M. Dreischmeier, Eau Claire TC, Wis., 3/98 Design Note No. 6 (Second Edition), Jan. 23, 1986 ROCK GRADA RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET Reference Design Note No. 6 (Second Edition), Jan. 23, 1986 1 Elev. 2442.0 Elev. 0 440.5 Elev. 1.0 , 441.0 M 1 1000.0 1000.0 •— 0.0 —� a 0.1 -45.4 704.6 SECTION A -A 2409. -90.9 ';77 1.3 ' \ \ / / 1000.0 +-- 0.0— SECTION B -B 1 RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET (Version 8.99) (Reference Design Note No. 6 (Second Edition), Jan. 23, 1986 JOB: 1516 - PLUNGE POOL G DESIGNER: RMB Date: 6/21/2016 CHECKER: MDL Date: 6/21/2016 INPUT DATA: Conduit Diameter D= 1.25 ft Conduit Discharge: Q= 2.68 cfs Conduit Slope at Outlet: S= 0.02 ft/ft Conduit Outlet Invert Elevation: EI, CO = 2376.00 ft Tailwater Elevation: El, TW = 2375.00 ft Outlet Channel Invert Elevation: EI, CH = 2374.50 ft Water Density: RHO = 1.00 Bed/Riprap Particle Density: (Default 2.64) RHOS = 2.64 D, 50 Riprap Size: RS= 0.50 ft Riprap Thickness: (2.5*D, 50 recommended) RT = 1.25 ft Bedding Thickness: (6 inch min. rec.) (Enter 0 for geotextile) BT = 0.00 ft Side Slope Ratio: Zw = 1.60 ft/ft Upstream End Slope Ratio: Zlu = 4.80 ft/ft Downstream End Slope Ratio: Zld = 1.60 ft/ft Combined End Slope Ratio: Z1 = 3.20 ft/ft OUTPUT ---POOL LOCATION AND DIMENSIONS: Vert. Dist. from Tailwater to Conduit Invert: Zp = 1.00 ft Submergence Check: (If Zp < 0 , Use Zp = 0) Use Zp = 1.00 ft Beaching Check: [Q/(gD^5)^0.5 <_ (1.0+25*D,50/D)] 0. K. **Beaching Controlled** Distance from Conduit Exit to C/L Pool: Xm = 0.81 ft Pool depth at C/L Below Conduit Invert: Zp+0.8Zm = 1.16 ft Pool Bottom Elev: EI,PB = 2374.84 ft Pool Bottom Length: 2Lr2 = 0.13 ft Pool Bottom Width: 2Wr2 = 0.12 ft Upstream Pool Length at Tailwater Elev.: Lru = 0.82 ft Downstream Pool Length at Tailwater Elev.: Lrd = 0.32 ft Pool Width at Tailwater Elev.: 2Wr = 0.63 ft Check Side Slope Ratio: (Wr>=We) 0. K. **Side Slope Ratio Zw O.K.** Check Min. End Slope Ratio: (Lru & Lrd >= Le) 0. K. **End Slope Ratios O.K.** Check Upstream Length: (Lru >= Xm) 0. K. **End Slope Ratio Zlu O.K.** Pool Bottom Elev. at Bottom of Riprap: EI, BR = 2373.59 ft Pool Bottom Elev. at Bottom of Bedding: EI, BB = 2373.59 ft OUTPUT ---VOLUMES BELOW WATER SURFACE ELEVATION: Volume of Excavation (measured from bottom surface of bedding): V,pbs = 1.0 cu yd Volume of Rock Riprap: V,rs = 1.0 cu yd Area of Geotextile: A,gt = 9.3 sq yd Spreadsheet developed by D. Hurtz, Midwest NTC, 1/90 Spreadsheet modified by M. Dreischmeier, Eau Claire TC, Wis., 3/98 Design Note No. 6 (Second Edition), Jan. 23, 1986 ROCK GRADA RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET Reference Design Note No. 6 (Second Edition), Jan. 23, 1986 1 Elev. 2376.0 qElev. T ';77374.5 Elev. 1.2 374.8 0.1 1 4.8 1.6 ®— 0.5 —� • 0.8 -i 0.8 ►t 1.7 --► SECTION A -A 5.3 0.6 r; 1.3 ' \ \ / / 1.6 4-- 0.8--► SECTION B -B n 1 RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET (Version 8.99) (Reference Design Note No. 6 (Second Edition), Jan. 23, 1986 JOB: 1516 - PLUNGE POOL H DESIGNER: RMB Date: 6/21/2016 CHECKER: MDL Date: 6/21/2016 INPUT DATA Conduit Diameter D = 1.25 ft Conduit Discharge: Q = 1.97 cfs Conduit Slope at Outlet: S = 0.02 ft/ft Conduit Outlet Invert Elevation: EI, CO = 2405.00 ft Tailwater Elevation: EI, TW = 2404.00 ft Outlet Channel Invert Elevation: EI, CH = 2403.50 ft Water Density: RHO = 1.00 Bed/Riprap Particle Density: (Default 2.64) RHOS = 2.64 D, 50 Riprap Size: RS = 0.50 ft Riprap Thickness: (2.5*D, 50 recommended) RT = 1.25 ft Bedding Thickness: (6 inch min. rec.) (Enter 0 for geotextile) BT = 0.00 ft Side Slope Ratio: Zw = 1.53 ft/ft Upstream End Slope Ratio: Zlu = 8.20 ft/ft Downstream End Slope Ratio: Zld = 1.57 ft/ft Combined End Slope Ratio: Z1 = 4.89 ft/ft OUTPUT ---POOL LOCATION AND DIMENSIONS: Vert. Dist. from Tailwater to Conduit Invert: Zp = 1.00 ft Submergence Check: (If Zp < 0, Use Zp = 0) Use Zp = 1.00 ft Beaching Check: [Q/(gD^5)^0.5 <_ (1.0+25*D,50/D)] 0. K. "*Beaching Controlled** Distance from Conduit Exit to C/L Pool: Xm = 0.58 ft Pool depth at C/L Below Conduit Invert: Zp+0.8Zm = 1.07 ft Pool Bottom Elev: EI,PB = 2403.93 ft Pool Bottom Length: 2Lr2 = 0.05 ft Pool Bottom Width: 2Wr2 = 0.05 ft Upstream Pool Length at Tailwater Elev.: Lru = 0.58 ft Downstream Pool Length at Tailwater Elev.: Lrd = 0.13 ft Pool Width at Tailwater Elev.: 2Wr = 0.26 ft Check Side Slope Ratio: (Wr>=We) 0. K. **Side Slope Ratio Zw O.K.** Check Min. End Slope Ratio: (Lru & Lrd >= Le) 0. K. **End Slope Ratios O.K.** Check Upstream Length: (Lru >= Xm) 0. K. **End Slope Ratio Zlu O.K.** Pool Bottom Elev. at Bottom of Riprap: El, BR = 2402.68 ft Pool Bottom Elev. at Bottom of Bedding: EI, BB = 2402.68 ft OUTPUT ---VOLUMES BELOW WATER SURFACE ELEVATION: Volume of Excavation (measured from bottom surface of bedding): V,pbs = 1.1 cu yd Volume of Rock Riprap: V,rs = 1.1 cu yd Area of Geotextile: A,gt = 11.5 sq yd Spreadsheet developed by D. Hurtz, Midwest NTC, 1/90 Spreadsheet modified by M. Dreischmeier, Eau Claire TC, Wis., 3/98 Design Note No. 6 (Second Edition), Jan. 23, 1986 RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET Reference Design Note No. 6 (Second Edition), Jan. 23, 1986 Elev. 2405.0 Elev. 2403.5 Elev. 1.1 2403.9 0.1 1 1 8.2 1.6 — 0.3 0.6 — - 0.6 1.4 SECTION A-A 4.8 0.3 0.1 1 1.3 1.5 0.8—i SECTION B-B B A A ROCK GRADATION % Passing I Size (in) B 100 12 1516 - PLUNGE POOL H 60-85 9 LANDOWNER 25-50 6 5-20 3 DESIGNER: RMB 0-5 1.2 SHEET OF RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET (Version 8.99) (Reference Design Note No. 6 (Second Edition), Jan. 23, 1986 JOB: 1516 - PLUNGE POOL J DESIGNER: RMB Date: 6/21/2016 CHECKER: MDL Date: 6/21/2016 INPUT DATA: Conduit Diameter D= 1.25 ft Conduit Discharge: Q= 1.44 cfs Conduit Slope at Outlet: S= 0.08 ft/ft Conduit Outlet Invert Elevation: EI, CO = 2435.00 ft Tailwater Elevation: El, TW = 2434.00 ft Outlet Channel Invert Elevation: EI, CH = 2433.50 ft Water Density: RHO = 1.00 Bed/Riprap Particle Density: (Default 2.64) RHOS = 2.64 D, 50 Riprap Size: RS= 0.50 ft Riprap Thickness: (2.5*D, 50 recommended) RT = 1.25 ft Bedding Thickness: (6 inch min. rec.) (Enter 0 for eotextile) BT = 0.00 ft Side Slope Ratio: Zw = 1.53 ft/ft Upstream End Slope Ratio: Zlu = 35.53 ft/ft Downstream End Slope Ratio: Zld = 1.55 ft/ft Combined End Slope Ratio: Z1 = 18.54 ft/ft OUTPUT ---POOL LOCATION AND DIMENSIONS: Vert. Dist. from Tailwater to Conduit Invert: Zp = 1.00 ft Submergence Check: (If Zp < 0, Use Zp = 0) Use Zp = 1.00 ft Beaching Check: (Q/(gD^5)^0.5 <= (1.0+25*D,50/D)] 0. K. "Beaching Controlled** Distance from Conduit Exit to C/L Pool: Xm = 0.42 ft Pool depth at C/L Below Conduit Invert: Zp+0.8Zm = 1.01 ft Pool Bottom Elev: EI,PB = 2433.99 ft Pool Bottom Length: 2Lr2 = 0.01 ft Pool Bottom Width: 2Wr2 = 0.01 ft Upstream Pool Length at Tailwater Elev.: Lru = 0.42 ft Downstream Pool Length at Tailwater Elev.: Lrd = 0.02 ft Pool Width at Tailwater Elev.: 2Wr = 0.04 ft Check Side Slope Ratio: (Wr>=We) 0. K. **Side Slope Ratio Zw O.K.** Check Min. End Slope Ratio: (Lru & Lrd >= Le) 0. K. **End Slope Ratios O.K.** Check Upstream Length: (Lru >= Xm) 0. K. **End Slope Ratio Zlu O.K.** Pool Bottom Elev. at Bottom of Riprap: El, BR = 2432.74 ft Pool Bottom Elev. at Bottom of Bedding: EI, BB = 2432.74 ft OUTPUT ---VOLUMES BELOW WATER SURFACE ELEVATION: Volume of Excavation (measured from bottom surface of bedding): V,pbs = 3.4 cu yd Volume of Rock Riprap: V,rs = 3.4 cu yd Area of Geotextile: A,gt = 37.3 sq yd Spreadsheet developed by D. Hurtz, Midwest NTC, 1/90 Spreadsheet modified by M. Dreischmeier, Eau Claire TC, Wis., 3/98 Design Note No. 6 (Second Edition), Jan. 23, 1986 RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET Reference Design Note No. 6 (Second Edition), Jan. 23, 1986 ::Elev 24,35.0 _ q Elev. __ ._ _ _ 1 'z�7 433.5 ROCK GRADA' Elev. 1.0 2434.0 0.0 1 1 35.5 1.6 0.1 --► r 0.4 - - 0.4 1.2 ► SECTION A -A mi• 0 1.3 ' \ 1.5 •— 0.8—► SECTION B -B RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET (Version 8.99) (Reference Design Note No. 6 (Second Edition), Jan. 23, 1986 JOB: 1516 - PLUNGE POOL K DESIGNER: RMB Date: 6/21/2016 CHECKER: MDL Date: 6/21/2016 INPUT DATA: Conduit Diameter D = 1.25 ft Conduit Discharge: Q = 1.31 cfs Conduit Slope at Outlet: S = 0.08 ft/ft Conduit Outlet Invert Elevation: EI, CO = 2442.00 ft Tailwater Elevation: EI, TW = 2441.00 ft Outlet Channel Invert Elevation: EI, CH = 2440.50 ft Water Density: RHO = 1.00 ft Bed/Riprap Particle Density: (Default 2.64) RHOS = 2.64 ft D, 50 Riprap Size: RS = 0.50 ft Riprap Thickness: (2.5*D, 50 recommended) RT = 1.25 ft Bedding Thickness: (6 inch min. rec.) (Enter 0 for geotextile) BT = 0.00 ft Side Slope Ratio: Zw = 1.52 ft/ft Upstream End Slope Ratio: Zlu = 256.00 ft/ft Downstream End Slope Ratio: Zld = 1.55 ft/ft Combined End Slope Ratio: Z1 = 128.78 ft/ft OUTPUT ---POOL LOCATION AND DIMENSIONS: Vert. Dist. from Tailwater to Conduit Invert: Zp = 1.00 ft Submergence Check: (If Zp < 0, Use Zp = 0) Use Zp = 1.00 ft Beaching Check: [Q/(gD^5)^0.5 <= (1.0+25*D,50/D)] 0. K. *"Beaching Controlled** Distance from Conduit Exit to C/L Pool: Xm = 0.38 ft Pool depth at C/L Below Conduit Invert: Zp+0.8Zm = 1.00 ft Pool Bottom Elev: EI,PB = 2441.00 ft Pool Bottom Length: 2Lr2 = 0.00 ft Pool Bottom Width: 2Wr2 = 0.00 ft Upstream Pool Length at Tailwater Elev.: Lru = 0.38 ft Downstream Pool Length at Tailwater Elev.: Lrd = 0.00 ft Pool Width at Tailwater Elev.: 2Wr = 0.01 ft Check Side Slope Ratio: (Wr>=We) 0. K. **Side Slope Ratio Zw O.K.** Check Min. End Slope Ratio: (Lru & Lrd >= Le) 0. K. **End Slope Ratios O.K.** Check Upstream Length: (Lru >= Xm) 0. K. **End Slope Ratio Zlu O.K.** Pool Bottom Elev. at Bottom of Riprap: EI, BR = 2439.75 ft Pool Bottom Elev. at Bottom of Bedding: EI, BB = 2439.75 ft OUTPUT ---VOLUMES BELOW WATER SURFACE ELEVATION: Volume of Excavation (measured from bottom surface of bedding): V,pbs = 22.7 cu yd Volume of Rock Riprap: V,rs = 22.7 cu yd Area of Geotextile: A,gt = 249.0 sq yd Spreadsheet developed by D. Hurtz, Midwest NTC, 1/90 Spreadsheet modified by M. Dreischmeier, Eau Claire TC, Wis., 3/98 Design Note No. 6 (Second Edition), Jan. 23, 1986 ROCK GRADA RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET Reference Design Note No. 6 (Second Edition), Jan. 23, 1986 1 Elev.2.442.0 Elev. T n440.5 Elev. 1.0 , 441.0 M 1 256.0 1.6 �— 0.0 —► - 0.4 0.4 P a 1.2 i SECTION A -A 4.6 N 0.0 1.3 ' \ \ / / 1.5 �— 0.7—► SECTION B -B 1 Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24 2 Legend Hvd. Origin Description 1 SCS Runoff Pre - Entrance Rd SYS A 2 SCS Runoff Post - Entrance Rd SYS A 3 Reservoir Route Project: 1516 Pilot Cove Entrance Road - System A 10yr Final.gpw Monday, Jun 20, 2016 Hydrograph Return Period Recap Hydra ow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24 Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type hyd(s) Description (origin) 1 -yr 2 -yr 3 -yr 5 -yr 10 -yr 25 -yr 50 -yr 100 -yr 1 SCS Runoff ------ ------- ------ ------ ------- 7.605 ------ ------- ------- Pre - Entrance Rd SYS A 2 SCS Runoff _____ ___--- ______ _______ _______ 8.835 --- -- ------- ------- Post - Entrance Rd SYS A 3 Reservoir 2 ---- --- -- -- - -- ------- 7.299 ------- ------- ------- Route Proj. file: 1516 Pilot Cove Entrance Road - System A 10yr Final.gpw Monday, Jun 20, 2016 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 7.605 2 718 15,269 ------ ------ ------ Pre - Entrance Rd SYS A 2 SCS Runoff 8.835 2 716 17,870 ------ ------ ------ Post - Entrance Rd SYS A 3 Reservoir 7.299 2 720 17,865 2 2134.01 1,222 Route 1516 Pilot Cove Entrance Road - System A WeFjrraPglpwd: 10 Year Monday, Jun 20, 2016 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24 Hyd. No. 1 Pre - Entrance Rd SYS A Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.580 ac Curve number Basin Slope = 0.0% Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 6.53 in Distribution Storm duration = 24 hrs Shape factor " Composite (Area/CN) = [(1.330 x 61) + (0.250 x 90)] / 1.580 Q (cfs) 8.00 K 2.00 0.00 ' 0 120 240 Hyd No. 1 Pre - Entrance Rd SYS A Hyd. No. 1 -- 10 Year 360 480 600 720 840 4 Monday, Jun 20, 2016 = 7.605 cfs = 718 min = 15,269 cuft = 66* = Oft = 5.00 min = Type II = 484 Q (cfs) 8.00 4.00 2.00 ' 0.00 960 1080 1200 1320 1440 1560 Time (min) Hydrograph Report 5 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24 Monday, Jun 20, 2016 Hyd. No. 2 Post - Entrance Rd SYS A Hydrograph type = SCS Runoff Peak discharge = 8.835 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 17,870 cuft Drainage area = 1.530 ac Curve number = 72* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.53 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 " Composite (Area/CN) = [(1.080 x 61) + (0.450 x 98)] / 1.530 Q (cfs) 10.00 M 4.00 2.00 0.00 ' ' 0 120 240 Hyd No. 2 Post - Entrance Rd SYS A Hyd. No. 2 -- 10 Year 360 480 600 720 840 Q (cfs) 10.00 M 4.00 2.00 ' 0.00 960 1080 1200 1320 1440 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24 Hyd. No. 3 Route Hydrograph type = Reservoir Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 2 - Post - Entrance Rd SYS A Max. Elevation Reservoir name = Pond 1 Max. Storage Storage Indication method used. Q (cfs) 10.00 M 4.00 2.00 0.00 ' 0 120 240 Hyd No. 3 Route Hyd. No. 3 -- 10 Year 360 480 600 Hyd No. 2 720 1 Monday, Jun 20, 2016 = 7.299 cfs = 720 min = 17,865 cuft = 2134.01 ft = 1,222 cuft Q (cfs) 10.00 4.00 2.00 ' 0.00 840 960 1080 1200 1320 1440 1560 Time (min) 011111 Total storage used = 1,222 cuft Pond Report ' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24 Monday, Jun 20, 2016 Pond No. 1 - Pond 1 Pond Data UG Chambers -Invert elev. = 2129.00 ft, Rise x Span = 3.00 x 3.00 ft, Barrel Len = 200.00 ft, No. Barrels = 10, Slope = 2.00%, Headers = No Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cuft) 0.00 2129.00 n/a 0 0 0.70 2129.70 n/a 42 42 1.40 2130.40 n/a 66 108 2.10 2131.10 n/a 78 186 2.80 2131.80 n/a 245 431 3.50 2132.50 n/a 276 707 4.20 2133.20 n/a 276 983 4.90 2133.90 n/a 245 1,228 5.60 2134.60 n/a 78 1,306 6.30 2135.30 n/a 66 1,372 7.00 2136.00 n/a 42 1,414 Culvert / Orifice Structures Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Weir Structures Storage / Discharge Table [A] [B] [C] [PrfRsr] Elevation [A] [B] [C] [D] Rise (in) = 18.00 12.00 0.00 0.00 Crest Len (ft) = 4.00 0.00 0.00 0.00 Span (in) = 18.00 12.00 0.00 0.00 Crest EI. (ft) = 2133.80 0.00 0.00 0.00 No. Barrels = 10 10 0 0 Weir Coeff. = 2.60.00 3.33 3.33 3.33 Invert EI. (ft) = 2129.00 2129.10 0.00 0.00 Weir Type = Broad --- --- --- Length (ft) = 20.00 1.00 0.00 0.00 Multi -Stage = No No No No Slope (%) = 4.00 2.00 0.00 n/a --- --- --- 4.943 3.50 707 2132.50 5.76 is N -Value = .013 .013 .013 n/a 4.20 983 2133.20 6.43 is 6.43 is Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0 (by Wet area) 7.05 is - Multi -Stage = n/a Yes No No TW Elev. (ft) = 0.00 7.61 is - --- Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Civ B CIV C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 2129.00 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000 0.70 42 2129.70 1.16 is 1.13 is --- --- 0.00 --- --- --- --- --- 1.129 1.40 108 2130.40 2.95 is 2.94 is --- --- 0.00 --- --- --- --- --- 2.936 2.10 186 2131.10 4.04 is 4.04 is --- --- 0.00 --- --- --- --- --- 4.036 2.80 431 2131.80 4.94 is 4.94 is --- --- 0.00 --- --- --- --- --- 4.943 3.50 707 2132.50 5.76 is 5.72 is --- --- 0.00 --- --- --- --- --- 5.722 4.20 983 2133.20 6.43 is 6.43 is --- --- 0.00 --- --- --- --- --- 6.425 4.90 1,228 2133.90 7.05 is 7.05 is - --- 0.33 --- --- --- --- --- 7.378 5.60 1,306 2134.60 7.61 is 7.61 is - --- 7.44 --- --- --- --- --- 15.05 6.30 1,372 2135.30 8.14 is 8.14 is -- --- 19.11 --- --- --- --- --- 27.25 7.00 1,414 2136.00 8.64 is 8.64 is --- --- 33.94 --- --- --- --- --- 42.57 Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24 Legend Hvd. Origin 0 Description 1 SCS Runoff Pre - Entrance Rd Sys B 2 SCS Runoff Post - Entrance Rd Sys B 3 Reservoir Route Project: 1516 Pilot Cove Entrance Road - System B 10yr Final.gpw Monday, Jun 20, 2016 Hydrograph Return Period Recap Hydra ow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24 Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type hyd(s) Description (origin) 1 -yr 2 -yr 3 -yr 5 -yr 10 -yr 25 -yr 50 -yr 100 -yr 1 SCS Runoff ------ ------- ------ ------ ------- 5.173 ------ ------- ------- Pre - Entrance Rd Sys B 2 SCS Runoff _____ ___--- ______ _______ ______ 7.382 --- -- ------- ------- Post - Entrance Rd Sys B 3 Reservoir 2 ---- --- -- -- - -- ------- 4.471 ------- ------- ------- Route Proj. file: 1516 Pilot Cove Entrance Road - System B 10yr Final.gpw Monday, Jun 20, 2016 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 5.173 2 718 10,429 ------ ------ ------ Pre - Entrance Rd Sys B 2 SCS Runoff 7.382 2 716 17,770 ------ ------ ------ Post - Entrance Rd Sys B 3 Reservoir 4.471 2 722 17,765 2 2155.79 2,564 Route 1516 Pilot Cove Entrance Road - System B 1 WeFjrraPglpwd: 10 Year Monday, Jun 20, 2016 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24 Hyd. No. 1 Pre - Entrance Rd Sys B Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Drainage area = 1.010 ac Curve number Basin Slope = 0.0% Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 6.53 in Distribution Storm duration = 24 hrs Shape factor " Composite (Area/CN) = [(0.760 x 61) + (0.250 x 90)] / 1.010 Q (cfs) 6.00 5.00 3.00 2.00 1.00 0.00 ' ' 0 120 240 Hyd No. 1 Pre - Entrance Rd Sys B Hyd. No. 1 -- 10 Year 4 Monday, Jun 20, 2016 = 5.173 cfs = 718 min = 10,429 cuft = 68* = Oft = 5.00 min = Type II = 484 Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 ' ' 0.00 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) 5 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24 Monday, Jun 20, 2016 Hyd. No. 2 Post - Entrance Rd Sys B Hydrograph type = SCS Runoff Peak discharge = 7.382 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 17,770 cuft Drainage area = 0.830 ac Curve number = 98* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.53 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 " Composite (Area/CN) _ [(0.320 x 98) + (0.450 x 63)] / 0.830 Post - Entrance Rd Sys B Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs) 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 Hyd No. 2 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24 Hyd. No. 3 Route Hydrograph type = Reservoir Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 2 min Hyd. volume Inflow hyd. No. = 2 - Post - Entrance Rd Sys B Max. Elevation Reservoir name = Pond 1 Max. Storage Storage Indication method used. Q (cfs) 8.00 K 2.00 0.00 0 120 240 Hyd No. 3 Route Hyd. No. 3 -- 10 Year 360 480 600 Hyd No. 2 720 1 Monday, Jun 20, 2016 = 4.471 cfs = 722 min = 17,765 cuft = 2155.79 ft = 2,564 cuft Q (cfs) 8.00 4.00 2.00 0.00 840 960 1080 1200 1320 1440 1560 Time (min) 011111 Total storage used = 2,564 cuft Pond Report ' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24 Monday, Jun 20, 2016 Pond No. 1 - Pond 1 Pond Data UG Chambers -Invert elev. = 2149.50 ft, Rise x Span = 5.00 x 5.00 ft, Barrel Len = 150.00 ft, No. Barrels = 10, Slope = 2.30%, Headers = No Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cuft) 0.00 2149.50 n/a 0 0 0.85 2150.35 n/a 55 55 1.69 2151.19 n/a 91 146 2.54 2152.04 n/a 310 456 3.38 2152.88 n/a 465 921 4.23 2153.73 n/a 552 1,473 5.07 2154.57 n/a 552 2,026 5.91 2155.42 n/a 464 2,490 6.76 2156.26 n/a 310 2,800 7.60 2157.11 n/a 91 2,891 8.45 2157.95 n/a 55 2,946 Culvert / Orifice Structures Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Weir Structures Storage / Discharge Table [A] [B] [C] [PrfRsr] Elevation [A] [B] [C] [D] Rise (in) = 18.00 8.00 0.00 0.00 Crest Len (ft) = 6.00 0.00 0.00 0.00 Span (in) = 18.00 8.00 0.00 0.00 Crest EI. (ft) = 2155.50 0.00 0.00 0.00 No. Barrels = 10 10 0 0 Weir Coeff. = 2.60.00 3.33 3.33 3.33 Invert EI. (ft) = 2149.50 2149.60 0.00 0.00 Weir Type = Broad --- --- --- Length (ft) = 20.00 1.00 0.00 0.00 Multi -Stage = No No No No Slope (%) = 4.00 2.00 0.00 n/a --- --- --- 2.719 4.23 1,473 2153.73 3.11 is N -Value = .013 .013 .013 n/a 5.07 2,026 2154.57 3.49 is 3.44 is Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0 (by Wet area) 3.75 is - Multi -Stage = n/a Yes No No TW Elev. (ft) = 0.00 4.05 is - --- Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Civ B CIV C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 2149.50 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000 0.85 55 2150.35 1.06 is 1.05 is --- --- 0.00 --- --- --- --- --- 1.053 1.69 146 2151.19 1.77 is 1.76 is --- --- 0.00 --- --- --- --- --- 1.756 2.54 456 2152.04 2.30 is 2.28 is --- --- 0.00 --- --- --- --- --- 2.282 3.38 921 2152.88 2.73 is 2.72 is --- --- 0.00 --- --- --- --- --- 2.719 4.23 1,473 2153.73 3.11 is 3.10 is --- --- 0.00 --- --- --- --- --- 3.101 5.07 2,026 2154.57 3.49 is 3.44 is --- --- 0.00 --- --- --- --- --- 3.440 5.91 2,490 2155.42 3.80 is 3.75 is - --- 0.00 --- --- --- --- --- 3.754 6.76 2,800 2156.26 4.05 is 4.05 is - --- 10.34 --- --- --- --- --- 14.38 7.60 2,891 2157.11 4.34 is 4.32 is -- --- 31.72 --- --- --- --- --- 36.04 8.45 2,946 2157.95 4.58 is 4.57 is --- --- 59.82 --- --- --- --- --- 64.40 Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24 2 Legend Hvd. Origin Description 1 SCS Runoff Pre - New Rd SYS C 2 SCS Runoff Pre - New Rd SYS C 3 Reservoir Route Project: 1516 Pilot Cove New Road - System C 1yr FINAL.gpw Monday, Jun 20, 2016 Hydrograph Return Period Recap Hydra ow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24 Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type hyd(s) Description (origin) 1 -yr 2 -yr 3 -yr 5 -yr 10 -yr 25 -yr 50 -yr 100 -yr 1 SCS Runoff ------ 3.240 ------- ------- ------- ------- ------- ------- ------- Pre - New Rd SYS C 2 SCS Runoff ------ 3.942 ------- --- --__ ______ _____ _______ ------- ------- Pre - New Rd SYS C 3 Reservoir 2 3.182 ------- --- ---- ------- ------- ------- ------- ------- Route Proj. file: 1516 Pilot Cove New Road - System C 1yr FINAL.gpw Monday, Jun 20, 2016 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 3.240 1 718 6,506 ------ ------ ------ Pre - New Rd SYS C 2 SCS Runoff 3.942 1 718 7,986 ------ ------ ------ Pre - New Rd SYS C 3 Reservoir 3.182 1 721 7,984 2 2238.61 511 Route 1516 Pilot Cove New Road - System C 1yr ll INMugpvPeriod: 1 Year Monday, Jun 20, 2016 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24 Hyd. No. 1 Pre - New Rd SYS C Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 1.060 ac Curve number Basin Slope = 0.0% Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.87 in Distribution Storm duration = 24 hrs Shape factor " Composite (Area/CN) = [(1.060 x 76)] / 1.060 Q (cfs) 4.00 3.00 2.00 1.00 0.00 ' 0 120 240 Hyd No. 1 Pre - New Rd SYS C Hyd. No. 1 -- 1 Year 360 480 600 720 840 4 Monday, Jun 20, 2016 = 3.240 cfs = 718 min = 6,506 cuft = 76* = Oft = 5.00 min = Type II = 484 Q (cfs) 4.00 3.00 2.00 1.00 0.00 960 1080 1200 1320 1440 1560 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24 Hyd. No. 2 Pre - New Rd SYS C Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 1.060 ac Curve number Basin Slope = 0.0% Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.87 in Distribution Storm duration = 24 hrs Shape factor " Composite (Area/CN) = [(0.200 x 79) + (0.220 x 98) + (0.640 x 76)] / 1.060 Q (cfs) 4.00 3.00 2.00 1.00 0.00 ' ' 0 120 240 Hyd No. 2 Pre - New Rd SYS C Hyd. No. 2 -- 1 Year 360 480 600 720 840 960 Monday, Jun 20, 2016 = 3.942 cfs = 718 min = 7,986 cuft = 81* = Oft = 5.00 min = Type II = 484 Q (cfs) 4.00 3.00 2.00 1.00 0.00 1080 1200 1320 1440 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24 Hyd. No. 3 Route Hydrograph type = Reservoir Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 1 min Hyd. volume Inflow hyd. No. = 2 - Pre - New Rd SYS C Max. Elevation Reservoir name = Pond 1 Max. Storage Storage Indication method used. Q (cfs) 4.00 3.00 2.00 1.00 0.00 ' 0 120 240 Hyd No. 3 360 480 600 Hyd No. 2 Route Hyd. No. 3 -- 1 Year 720 1 Monday, Jun 20, 2016 = 3.182 cfs = 721 min = 7,984 cuft = 2238.61 ft = 511 cuft Q (cfs) 4.00 3.00 2.00 1.00 ' 0.00 840 960 1080 1200 1320 1440 1560 Time (min) Total storage used = 511 cuft Pond Report ' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.24 Monday, Jun 20, 2016 Pond No. 1 - Pond 1 Pond Data UG Chambers -Invert elev. = 2235.50 ft, Rise x Span = 3.00 x 3.00 ft, Barrel Len = 48.00 ft, No. Barrels = 20, Slope = 3.70%, Headers = No Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cuft) 0.00 2235.50 n/a 0 0 0.48 2235.98 n/a 12 12 0.96 2236.46 n/a 22 34 1.43 2236.93 n/a 76 109 1.91 2237.41 n/a 105 214 2.39 2237.89 n/a 125 339 2.87 2238.37 n/a 125 465 3.34 2238.84 n/a 104 569 3.82 2239.32 n/a 76 645 4.30 2239.80 n/a 22 667 4.78 2240.28 n/a 12 679 Culvert / Orifice Structures Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Weir Structures Storage / Discharge Table [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 18.00 9.00 0.00 0.00 Crest Len (ft) = 4.00 0.00 0.00 0.00 Span (in) = 18.00 9.00 0.00 0.00 Crest EI. (ft) = 2240.00 0.00 0.00 0.00 No. Barrels = 10 10 0 0 Weir Coeff. = 2.60.00 3.33 3.33 3.33 Invert EI. (ft) = 2235.50 2235.60 0.00 0.00 Weir Type = Broad --- --- --- Length (ft) = 20.00 1.00 0.00 0.00 Multi -Stage = No No No No Slope (%) = 4.00 2.00 0.00 n/a 34 2236.46 1.42 is 1.39 is --- N -Value = .013 .013 .013 n/a --- --- 1.387 1.43 109 Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0 (by Wet area) --- --- Multi -Stage = n/a Yes No No TW Elev. (ft) = 0.00 --- --- 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Civ B CIV C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 2235.50 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000 0.48 12 2235.98 0.46 is 0.46 is --- --- 0.00 --- --- --- --- --- 0.464 0.96 34 2236.46 1.42 is 1.39 is --- --- 0.00 --- --- --- --- --- 1.387 1.43 109 2236.93 1.91 is 1.91 is --- --- 0.00 --- --- --- --- --- 1.909 1.91 214 2237.41 2.37 is 2.34 is --- --- 0.00 --- --- --- --- --- 2.337 2.39 339 2237.89 2.73 is 2.71 is --- --- 0.00 --- --- --- --- --- 2.712 2.87 465 2238.37 3.04 is 3.04 is --- --- 0.00 --- --- --- --- --- 3.044 3.34 569 2238.84 3.35 is 3.35 is --- --- 0.00 --- --- --- --- --- 3.349 3.82 645 2239.32 3.64 is 3.63 is --- --- 0.00 --- --- --- --- --- 3.634 4.30 667 2239.80 3.89 is 3.89 is --- --- 0.00 --- --- --- --- --- 3.895 4.78 679 2240.28 4.19 is 4.14 is --- --- 1.51 --- --- --- --- --- 5.650 2/9/2016 Precipitation Frequency Data Server NOAA Atlas 14, Volume 2, Version 3 Location name: Pisgah Forest, North Carolina, jft .1 US* Latitude: 35.2156°, Longitude: -82.7053° Elevation: 2187 ft* `'k4 'source: Google Maps" 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 PFyraahical I Mals & aerials PF tabular PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1 Average recurrence interval (years) Duration �� 1 2 5 10 25 50 100 200 500 1000 4.69 5.58 6.65 7.48 8.53 9.34 10.2 10.9 12.0 12.9 5 -min (4.25-5.22) (5.05-6.20) (6.01-7.38) (6.72-8.28) (7.63-9.46) (8.29-10.4) (8.96-11.3) (9.61-12.2) (10.4-13.5) (11.0-14.5) 3.74 4.46 5.33 5.98 6.80 7.43 8.06 8.68 9.49 10.1 10 -min (3.39-4.16) (4.04-4.96) (4.81-5.91) (5.38-6.62) (6.08-7.54) (6.61-8.24) (7.13-8.96) (7.61-9.67) (8.23-10.6) (8.69-11.4) 3.12 3.74 4.49 5.04 5.75 6.28 6.80 7.30 7.97 8.47 15 -min (2.82-3.47) (3.38-4.16) (4.06-4.98) (4.53-5.59) (5.14-6.36) (5.58-6.96) (6.00-7.55) (6.41-8.14) (6.91-8.93) (7.27-9.54) 30 -min 2.14 2.58 3.19 3.65 4.26 4.73 5.21 5.68 6.34 6.86 (1.94-2.38) (2.34-2.87) (2.88-3.54) (3.28-4.05) (3.80-4.71) (4.20-5.24) (4.60-5.78) (4.99-6.33) (5.50-7.10) (5.89-7.72) 1.33 1.62 2.04 2.38 2.83 3.20 3.58 3.98 4.55 5.00 60 -min (1.21-1.48) (1.47-1.80) (1.85-2.27) (2.14-2.63) (2.53-3.14) (2.85-3.55) (3.17-3.98) (3.50-4.44) (3.94-5.10) (4.30-5.64) 2 -hr 0.792 0.958 1.21 1.40 1.68 1.91 2.15 2.41 F 3.07 1(0.717-0.874)11(0.870-1.06) 1 (1.09-1.33) 1 (1.26-1.55) 1 (1.50-1.85) 1 (1.69-2.11) 1 (1.89-2.38) 1 (2.10-2.67) (2.39 3.09)1 (2.63-3.44) 3 -hr 0.578 0.697 0.870 1.01 1.22 1.40 1.59 1.80 2.10 2.35 1(0.522-0.645)11(0.630-0.776)1(0.784-0.970)1(0.911-1.13) 1 (1.09-1.36) 1 (1.24-1.56) 11 (1.39-1.77) 1 (1.55-2.01) 1 (1.79-2.35) 1 (1.98-2.65) 6 -hr 0.392 0.468 0.577 0.669 0.805 0.921 1.05 1.19 1.40 1.58 (0.358-0.433) (0.428-0.517) (0.526-0.637) (0.607-0.739) (0.724-0.889) (0.822-1.02) (0.925-1.16) ( 1.04-1.32) ( 1.20-1.56) ( 1.33-1.77) 12 -hr 0.256 0.307 0.377 0.434 0.514 0.581 0.651 0.727 0.836 0.927 (0.235-0.281) (0.281-0.336) (0.345-0.413) (0.395-0.475) (0.466-0.563) (0.524-0.637) (0.582-0.715) (0.644-0.801) (0.731-0.928) (0.802-1.04) 3 -day 0.069 0.082 0.099 0.112 0.131 0.145 0.160 0.175 0.195 0.210 (0.065-0.074) (0.077-0.088) (0.093-0.106) (0.105-0.120) (0.122-0.140) (0.135-0.155) (0.148-0.171) (0.161-0.187) (0.178-0.209) (0.192-0.226) 4 -day 0.055 0.066 0.078 0.089 0.102 0.113 0.123 0.134 0.149 0.160 (0.052-0.059) (0.062-0.070) (0.074-0.084) (0.083-0.094) (0.096-0.109) (0.105-0.120) (0.115-0.132) (0.124-0.143) (0.137-0.159) (0.146-0.171) 7 -day 0.037 0.044 0.053 0.060 0.069 0.076 0.084 0.092 0.102 0.110 (0.035-0.040) (0.041-0.047) (0.049-0.056) (0.056-0.064) (0.064-0.074) (0.071-0.082) (0.078-0.090) (0.084-0.098) (0.093-0.109) (0.100-0.118) 10 -day 0.030 0.035 0.042 0.047 0.054 0.060 0.065 0.071 0.079 0.084 (0.028-0.032) (0.033-0.038) (0.039-0.045) (0.044-0.050) (0.051-0.058) (0.056-0.064) (0.061-0.070) (0.066-0.076) (0.072-0.084) (0.077-0.090) 20 -day 0.020 0.024 0.028 0.031 0.034 0.037 0.040 0.043 0.046 0.049 (0.019-0.021) (0.023-0.025) (0.026-0.029) (0.029-0.032) (0.032-0.036) (0.035-0.039) (0.038-0.042) (0.040-0.045) (0.043-0.049) (0.045-0.052) 30 -day 0.0167F 0.019 0.022 0.024 0.027 0.029 0.031 0.0327F 0.034 0.036 (0.016-0.017) (0.018-0.020) (0.021-0.023) (0.023-0.025) (0.025-0.028) (0.027-0.030) (0.029-0.032) (0.030-0.034) (0.032-0.036) (0.034-0.038) 45�iay 0.014 0.016 0.018 0.020 0.022 0.023 0.024 0.025 0.026 0.027 (0.013-0.015) (0.016-0.017) (0.018-0.019) (0.019-0.021) (0.021-0.023) (0.022-0.024) (0.023-0.025) (0.024-0.026) (0.025-0.028) (0.026-0.029) 60 -day 0.012 0.015 0.016 0.017 0.019 0.020 0.021 0.022 0.022 0.023 (0.012-0.013) (0.014-0.015) (0.016-0.017) (0.017-0.018) (0.018-0.020) (0:019-0.021) (0.020-0.022) (0.021-0.023) (0.021-0.024) (0.022-0.024) t 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 NOAA Atlas 14 document for more information. Back to Top http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.2156&Ion=-82.7053&data=intensity&units=english&series=pds 1/4 0.161 0.193 0.237 0.272 0.320 0.359 0.400 0.441 0.498 0.543 24 -hr (0.150-0.174) (0.180-0.208) (0.220-0.256) (0.252-0.293) (0.296-0.345) (0.331-0.387) (0.367-0.429) (0.403-0.474) (0.451-0.536) (0.489-0.585) 0.097 0.116 0.140 7 F-03160 0.188 0.210 0.232 0.255 7 F -O-.287 0.311 2 -day (0.090-0.104) 1(0.108-0.125)1(0.131-0.151) [n.149-0.172)]1(0.174-0.202) (0.194-0.225) (0.214-0.250) (0.234-0.275) (0.261-0.309) (0.282-0.336) 3 -day 0.069 0.082 0.099 0.112 0.131 0.145 0.160 0.175 0.195 0.210 (0.065-0.074) (0.077-0.088) (0.093-0.106) (0.105-0.120) (0.122-0.140) (0.135-0.155) (0.148-0.171) (0.161-0.187) (0.178-0.209) (0.192-0.226) 4 -day 0.055 0.066 0.078 0.089 0.102 0.113 0.123 0.134 0.149 0.160 (0.052-0.059) (0.062-0.070) (0.074-0.084) (0.083-0.094) (0.096-0.109) (0.105-0.120) (0.115-0.132) (0.124-0.143) (0.137-0.159) (0.146-0.171) 7 -day 0.037 0.044 0.053 0.060 0.069 0.076 0.084 0.092 0.102 0.110 (0.035-0.040) (0.041-0.047) (0.049-0.056) (0.056-0.064) (0.064-0.074) (0.071-0.082) (0.078-0.090) (0.084-0.098) (0.093-0.109) (0.100-0.118) 10 -day 0.030 0.035 0.042 0.047 0.054 0.060 0.065 0.071 0.079 0.084 (0.028-0.032) (0.033-0.038) (0.039-0.045) (0.044-0.050) (0.051-0.058) (0.056-0.064) (0.061-0.070) (0.066-0.076) (0.072-0.084) (0.077-0.090) 20 -day 0.020 0.024 0.028 0.031 0.034 0.037 0.040 0.043 0.046 0.049 (0.019-0.021) (0.023-0.025) (0.026-0.029) (0.029-0.032) (0.032-0.036) (0.035-0.039) (0.038-0.042) (0.040-0.045) (0.043-0.049) (0.045-0.052) 30 -day 0.0167F 0.019 0.022 0.024 0.027 0.029 0.031 0.0327F 0.034 0.036 (0.016-0.017) (0.018-0.020) (0.021-0.023) (0.023-0.025) (0.025-0.028) (0.027-0.030) (0.029-0.032) (0.030-0.034) (0.032-0.036) (0.034-0.038) 45�iay 0.014 0.016 0.018 0.020 0.022 0.023 0.024 0.025 0.026 0.027 (0.013-0.015) (0.016-0.017) (0.018-0.019) (0.019-0.021) (0.021-0.023) (0.022-0.024) (0.023-0.025) (0.024-0.026) (0.025-0.028) (0.026-0.029) 60 -day 0.012 0.015 0.016 0.017 0.019 0.020 0.021 0.022 0.022 0.023 (0.012-0.013) (0.014-0.015) (0.016-0.017) (0.017-0.018) (0.018-0.020) (0:019-0.021) (0.020-0.022) (0.021-0.023) (0.021-0.024) (0.022-0.024) t 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 NOAA Atlas 14 document for more information. Back to Top http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.2156&Ion=-82.7053&data=intensity&units=english&series=pds 1/4 3/3/2016 Precipitation Frequency Data Server NOAA Atlas 14, Volume 2, Version 3 BREVARD Station ID: 31-1055 Location name: Pisgah Forest, North Carolina, US* Latitude: 35.2156*, Longitude: -82.7053° p Elevation: Elevation (station metadata): 2212 ft* * source: Google Maps 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 Maas & aerials PF tabular PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval (years) 000 10 25 50 100 200 500 1000 0.780 0.935 1.12 1.26 1.44 1.57 1.70 1.82 1.99 2.12 15 -min 1(0.706-0.868)1(0.846-1.04) 1 (1.01-1.25) 1 (1.13-1.40) 11 (1.28-1.59) 11 (1.39-1.74) 1 (1.50-1.89) (1.60-2.03) (1.73-2.23) (1.82-2.38) 30 -min 1.07 1.29 1.59 1.83 2.13 2.36 2.60 2.84 F 3.43 (0.968-1.19) 1 (1.17-1.44) 1 (1.44-1.77) 11 (1.64-2.02) (1.90-2.36) (2.10-2.62) (2.30-2.89) (2.49-3.17) (2.75 3.55) (2.94-3.86) 1.33 1.62 2.04 2.38 2.83 3.20 3.58 3.98 4.55 5.00 60 -min (1.21-1.48) 1 (1.47-1.80) 1 (1.85-2.27) 1 (2.14-2.63) (2.53-3.14) (2.85-3.55) (3.17-3.98) (3.50-4.44) (3.94-5.10) (4.30-5.64) 1.58 1.92 2.41 2.81 3.36 -3.-81--]F-4.-29--]F-4-.81--]F-5-.5-4 6.15 2 -hr (1.43-1.75) (1.74-2.12) 1 (2.18-2.66) 1 (2.52-3.10) 1 (3.00-3.70) 11 (3.39-4.21) (3.78-4.75) (4.21-5.33) (4.79-6.17) (5.25-6.88) 3 -hr 1.74 2.09 2.61 3.05 3.68 4.21 4.77 5.39 6.30 7.07 (1 .57-1.94) (1.89-2.33) 1 (2.35-2.91) 1 (2.74-3.39) 11 (3.27-4.09) 11 (3.72-4.68) (4.18-5.32) (4.67-6.03) (5.38-7.07) (5.96-7.97) 6 -hr 2.35 2.80 3.45 4.01 4.82 5.52 6.28 7.12 8.37 9.44 (2.14-2.59) 1 (2.56-3.10) 1 (3.15-3.82) 11 (3.63-4.42) (4.34-5.32) (4.92-6.09) (5.54-6.95) (6.21-7.90) (7.17-9.33) (7.97-10.6) 12 -hr 3.09 3.70 4.54 5.22 6.19 6.99 7.84----1F-8--6-1F-1-o--1-1F-1-1--].7.2 (2.83-3.38) 1 (3.39-4.05) 1 (4.16-4.98) (4.76-5.72) (5.61-6.79) (6.31-7.67) (7.01-8.62) (7.76-9.65) (8.81-11.2) (9.66-12.5) 24 -hr 3.87 4.63 5.69 6.53 7.69 8.62 9.59 10.6 12.0 13.0 (3.60-4.18) 1 (4.31-5.00) 1 (5.28-6.14) (6.06-7.03) (7.11-8.27) (7.95-9.28) (8.80-10.3) (9.67-11.4) (10.8-12.9) (11.7-14.0) 2tlay 4.66 -5.-55--]F-6.-74- 7.70 9.07 10.1 11.1 12.3 13.8 15.0 (4.34-5.01) (5.17-5.98) (6.28-7.25) (7.16-8.28) (8.35-9.68) (9.30-10.8) (10.3-12.0) (11.2-13.2) 1(12.5-14.8) (13.5-16.1) 3 -day 4.97 5.92 7.13 8.10 9.41 10.4 ) ( 11.5 ) ( 12.6 ) 14.0 15.1 (4. 66-5.33) (5.54-6.35) (6.67-7.64) (7.56-8.67) (8.76-10.1) (9.71-11.2 10.6-12.3 11.6-13.5 ( 12.8-15.0) ( 13.8-16.3) 5.29 6.29 7.53 8.50 9.81 10.8 11.9 12.9 14.3 15.3 4{lay (4.97-5.65) (5.91-6.71) (7.06-8.03) (7.96-9.06) (9.17-10.4) 11 (10.1-11.5) 1 (11.0-12.6) (11.9-13.7) (13.1-15.2) (14.0-16.4) 0.391 0.465 0.554 0.623 0.711 0.778 0.846 0.912 1.00 1.07 5 -min (0.354-0.435) (0.421-0.517) (0.501-0.615) (0.560-0.690) (0.636-0.788) (0.691-0.863) (0.747-0.940) (0.801-1.02) (0.867-1.12) (0.920-1.21) 0.624 0.744 0.888 0.996 1.13 1.24 1.34 1.45 1.58 1.69 10 -min 1(0.565-0.694)1(0.673-0.827)1(0.802-0.985)1(0.896-1.10)11 (8.00-9.07) (9.46-10.7) (10.6-12.1) (1.01-1.26) 11 (1.10-1.37) 1 (1.19-1.49) (1.27-1.61) (1.37-1.77) (1.45-1.90) 0.780 0.935 1.12 1.26 1.44 1.57 1.70 1.82 1.99 2.12 15 -min 1(0.706-0.868)1(0.846-1.04) 1 (1.01-1.25) 1 (1.13-1.40) 11 (1.28-1.59) 11 (1.39-1.74) 1 (1.50-1.89) (1.60-2.03) (1.73-2.23) (1.82-2.38) 30 -min 1.07 1.29 1.59 1.83 2.13 2.36 2.60 2.84 F 3.43 (0.968-1.19) 1 (1.17-1.44) 1 (1.44-1.77) 11 (1.64-2.02) (1.90-2.36) (2.10-2.62) (2.30-2.89) (2.49-3.17) (2.75 3.55) (2.94-3.86) 1.33 1.62 2.04 2.38 2.83 3.20 3.58 3.98 4.55 5.00 60 -min (1.21-1.48) 1 (1.47-1.80) 1 (1.85-2.27) 1 (2.14-2.63) (2.53-3.14) (2.85-3.55) (3.17-3.98) (3.50-4.44) (3.94-5.10) (4.30-5.64) 1.58 1.92 2.41 2.81 3.36 -3.-81--]F-4.-29--]F-4-.81--]F-5-.5-4 6.15 2 -hr (1.43-1.75) (1.74-2.12) 1 (2.18-2.66) 1 (2.52-3.10) 1 (3.00-3.70) 11 (3.39-4.21) (3.78-4.75) (4.21-5.33) (4.79-6.17) (5.25-6.88) 3 -hr 1.74 2.09 2.61 3.05 3.68 4.21 4.77 5.39 6.30 7.07 (1 .57-1.94) (1.89-2.33) 1 (2.35-2.91) 1 (2.74-3.39) 11 (3.27-4.09) 11 (3.72-4.68) (4.18-5.32) (4.67-6.03) (5.38-7.07) (5.96-7.97) 6 -hr 2.35 2.80 3.45 4.01 4.82 5.52 6.28 7.12 8.37 9.44 (2.14-2.59) 1 (2.56-3.10) 1 (3.15-3.82) 11 (3.63-4.42) (4.34-5.32) (4.92-6.09) (5.54-6.95) (6.21-7.90) (7.17-9.33) (7.97-10.6) 12 -hr 3.09 3.70 4.54 5.22 6.19 6.99 7.84----1F-8--6-1F-1-o--1-1F-1-1--].7.2 (2.83-3.38) 1 (3.39-4.05) 1 (4.16-4.98) (4.76-5.72) (5.61-6.79) (6.31-7.67) (7.01-8.62) (7.76-9.65) (8.81-11.2) (9.66-12.5) 24 -hr 3.87 4.63 5.69 6.53 7.69 8.62 9.59 10.6 12.0 13.0 (3.60-4.18) 1 (4.31-5.00) 1 (5.28-6.14) (6.06-7.03) (7.11-8.27) (7.95-9.28) (8.80-10.3) (9.67-11.4) (10.8-12.9) (11.7-14.0) 2tlay 4.66 -5.-55--]F-6.-74- 7.70 9.07 10.1 11.1 12.3 13.8 15.0 (4.34-5.01) (5.17-5.98) (6.28-7.25) (7.16-8.28) (8.35-9.68) (9.30-10.8) (10.3-12.0) (11.2-13.2) 1(12.5-14.8) (13.5-16.1) 3 -day 4.97 5.92 7.13 8.10 9.41 10.4 ) ( 11.5 ) ( 12.6 ) 14.0 15.1 (4. 66-5.33) (5.54-6.35) (6.67-7.64) (7.56-8.67) (8.76-10.1) (9.71-11.2 10.6-12.3 11.6-13.5 ( 12.8-15.0) ( 13.8-16.3) 5.29 6.29 7.53 8.50 9.81 10.8 11.9 12.9 14.3 15.3 4{lay (4.97-5.65) (5.91-6.71) (7.06-8.03) (7.96-9.06) (9.17-10.4) 11 (10.1-11.5) 1 (11.0-12.6) (11.9-13.7) (13.1-15.2) (14.0-16.4) 20 -day 9'71 11.4 13.2 14.7 76.5 17.9 19.2 20.6 22.2 23.5 (9.22-10.3) (10.8-12.1) (12.6-14.0) (13.9-15.5) (15.6-17.4) 11 ( 16.9-18.9) (18.1-20.4) 1(19.3-21.8) (20.8-23.6) (21.8-24.9) 30 -day 11.9 13.9 15.9 17.4 19.3 20.7 22.0 23.3 24.8 25.9 (11.3-12.5) (13.2-14.7) (15.1-16.7) (16.5-18.3) (18.3-20.3) 11 (19.6-21.8) 1 (20.8-23.2) (21.9-24.5) (23.3-26.2) (24.2-27.4) 45 -day 15.1 17.6 -1-.8-F-2-1.-4-F-2-3.-4-F-2-4.-8-F-2-6.0 27.1 28.4 29.3 (14.4-15.8) (16.8-18.5) (18.9-20.8) (20.4-22.5) (22.3-24.6) (23.6-26.0) (24.7-27.3) (25.7-28.5) (26.9-29.9) (27.7-30.9) 18.0 20.9 23.4 25.1 27.2 28.7 30.0 31.1 32.4 33.2 60�ay] 1 (17.2-18.8) (20.0-21.9) (22.4-24.5) (24.1-26.3) (26.1-28.5) (27.4-30.0) (28.6-31.4) (29.7-32.6) (30.8-34.0) (31.6-34.9) 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 NOAH Atlas 14 document for more information. http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?st=nc&sta=31-1055&data=depth&units=english&series=pds 1/4 6.24 7.41 8.86 10.0 11.6 12.8 14.1 15.4 17.1 18.4 7 -day (5.85-6.68) (6.94-7.94) (8.30-9.49) (9.36-10.7) (10.8-12.4) 11 (11.9-13.7) 1 (13.1-15.1) (14.2-16.5) (15.7 18.4) (16.8-19.9) 7.19 8.50 10.1 11.3 13.0 14.3 15.7 17.0 18.8 20.2 10 -day (6.76-7.66) (8.00-9.07) (9.46-10.7) (10.6-12.1) (12.2-13.9) 11 (13.4-15.3) 1 (14.6-16.7) (15.8-18.2) (17.4-20.2) (18.5-21.7) 20 -day 9'71 11.4 13.2 14.7 76.5 17.9 19.2 20.6 22.2 23.5 (9.22-10.3) (10.8-12.1) (12.6-14.0) (13.9-15.5) (15.6-17.4) 11 ( 16.9-18.9) (18.1-20.4) 1(19.3-21.8) (20.8-23.6) (21.8-24.9) 30 -day 11.9 13.9 15.9 17.4 19.3 20.7 22.0 23.3 24.8 25.9 (11.3-12.5) (13.2-14.7) (15.1-16.7) (16.5-18.3) (18.3-20.3) 11 (19.6-21.8) 1 (20.8-23.2) (21.9-24.5) (23.3-26.2) (24.2-27.4) 45 -day 15.1 17.6 -1-.8-F-2-1.-4-F-2-3.-4-F-2-4.-8-F-2-6.0 27.1 28.4 29.3 (14.4-15.8) (16.8-18.5) (18.9-20.8) (20.4-22.5) (22.3-24.6) (23.6-26.0) (24.7-27.3) (25.7-28.5) (26.9-29.9) (27.7-30.9) 18.0 20.9 23.4 25.1 27.2 28.7 30.0 31.1 32.4 33.2 60�ay] 1 (17.2-18.8) (20.0-21.9) (22.4-24.5) (24.1-26.3) (26.1-28.5) (27.4-30.0) (28.6-31.4) (29.7-32.6) (30.8-34.0) (31.6-34.9) 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 NOAH Atlas 14 document for more information. http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?st=nc&sta=31-1055&data=depth&units=english&series=pds 1/4 Excise Tax: $1400.00 Parcel Identifier No. By: Book 730 Page 412 11111111111111111111111111111 zmsooama TRANSYLVANIA CO, NC FEE $26.00 STATE OF NC REAL ESTATE EXTX $1400.00 PRESENTEE) & RECORDED . 06-26-2015 08:57:30 AM CINDY M OWNBEY REGISTER OF DEEDS BY D REE M. POWELL DEPUTY REGISTER OF DEEDS BK: DOC 730 PG: 412-415 NORTH CAROLINA GENERAL WARRANTY DEED Verified by Transylvania County on the -Au day of Mail/Box to: Ramsey & Pratt, P.A., 35 N. Gaston Street, Brevard, NC 28712 This instrument was prepared by: Michael K. Pratt Brief description for the Index: THIS DEED made this 16th day of June , 2015, by and between GRANTOR WILLIAM P. BRYSON, JR., and wife, LUCY W. BRYSON; NANCY B. HUGHES and husband, HOWARD T. HUGHES; BRYSON DEVELOPMENT AND MANAGEMENT LIMITED PARTNERSHIP a/k/a The Bryson Development and Management Limited Partnership PO Box 461 Pisgah Forest, NC 28768 GRANTEE LASTINGER PROPERTIES, LLC 180A Cross Creek Farm Road Fletcher, NC 28732 The designation Grantor and 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. WITNESSETH, that the Grantor, for a valuable consideration paid by the Grantee, the receipt of which is hereby acknowledged, has and by these presents does grant, bargain, sell and convey unto the Grantee in fee simple, all that certain lot or parcel of land situated in the City of n/a , Brevard Township, Transylvania County, North Carolina and more particularly described as follows: BEING ALL OF THE SAME LAND DESCRIBED ON THE PAGE WHICH IS ATTACHED HERETO, DESIGNATED AS EXHIBIT "A" AND INCORPORATED HEREIN BY REFERENCE. All or a portion of theproperty herein conveyed —X—does does not include the primary residence of the William P. Bryson, Jr., and wife, Lucy W. Bryson. A map showing the above described property is recorded in Plat File , Slide Book 730 Page 413 TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto belonging to the Grantee in fee simple. And the Grantor covenants with the Grantee, that Grantor is seized of the premises in fee simple, has the right to convey the same in fee simple, that title is marketable and free and clear of all encumbrances, and that Grantor will warrant and defend the title against the lawful claims of all persons whomsoever, other than the following exceptions: Title to the property hereinabove described is conveyed subject to the following exceptions: Exceptions and reservations contained in this deed and/or in instruments referenced herein. Easements and rights of way for public and private roads and utilities, of public record. Lien of ad valorem taxes for the current year and subsequent years, not yet due and payable. IN WITNESS WHEREOF, the Grantor has duly executed the foregoing as of the day and year first written. 49. (SEAL) WILL M P. BRYSON, (SEAL) LUCY W. RYSON 3y Qk n S6, % . (SEAL) NANCY B. H GHES (SEAL) HOWARD T. HUGHES BRYSON DEVELOPMENT AND MANAGEMENT LIMITED PARTNERSHIP By: Nancy B. Hu es, General rartner Book 730 Page 414 State of North Carolina, County of Transylvania. I certify that the following person(s) personally appeared before me this day, each acknowledging to me that he or she voluntarily signed the foregoing document for the purpose stated therein and in the capacity indicated: William P. Bryson, Jr., and wife, Lucy W. Bryson Date: & —,114- / !�- V -j \\\�pN) A A:.e�� Printed or typed naiWe of Notary • commission expires: r(- 2A -- I x 2 /C State State of North Carolina, County of Transylvania. I certify that the following person(s) personally appeared before me this day, each acknowledging to me that he or she voluntarily signed the foregoing document for the purpose stated therein and in the capacity indicated: Nancy B. Hughes and husband, Howard T. Hughes Date: -oC `( -- ( S �a ign t� ure pt Printed or typed State of North Carolina, County of Transylvania. Notary of Notary molufm I certify that the following person(s) personally appeared before me this day, each acknowledging to me that he or she voluntarily signed the foregoing document for the purpose stated therein and in the capacity indicated: Nancy B. Hughes, General Partner Date: (o- 2,4 — I of Notary Public SkIc INA, 0 Printed or typed qjine of Notary My commission expires: - DA — (P Book 730 Page 415 EXHIBIT "A" TO A DEED FROM BRYSON, ET AL, TO LASTINGER Being all of that certain tract of land containing 64.54 acres, more or less, as shown on a plat thereof recorded in Plat File 16, Slide 141 3 , Records of Plats for Transylvania County. Together with a right of way to US Highway 276 over and along the existing driveway which extends from the land hereinabove described to said highway, said right ofway and the rights of obligations of each of the property owners served by said right of way being more specifically defined in an agreement recorded in the office of the Register of Deeds for Transylvania County in Document Book 721, page 367. The property hereinabove described was acquired by the Grantor by instruments recorded in the office of the Register of Deeds for Transylvania County in Deed Book 404, page 175, Document Book 210, page 125, and Document Book 210, page 133. William P. Bryson, Jr., and Nancy B. Hughes, as the last partners of Bryson Family of Transylvania County Limited Partnership, join in the execution of this deed for the additional purpose of conveying that fractional interest in former Tract A containing 7.11 acres, more or less, as shown on a plat thereof recorded in Plat File 6, Slide 434, Records of Plats for Transylvania County, which was mistakenly conveyed to the said partnership by a deed recorded in the office of the Register of Deeds for Transylvania County in Document Book 137, page 780, as corrected and rerecorded in Document Book 140, page 132. The Bryson Family of Transylvania County Limited Partnership has been dissolved by a Cancellation of Certificate of Domestic Partnership filed with the North Carolina Secretary of State on December 31, 2008. wanda/exhibits/bryson.william