The URL can be used to link to this page

Home My WebLink About20080162 Ver 1_Stormwater Info_20080117r `: C AVA N A U G H ~,,_,_~ 53^ NORTH TRADE STREET, SUITE 302• WINSTON-SALEM, NORTH CARD LINA 271 C 1 • 33fi.759.90^ 1 • 336.759.1 005 WWW.CAVANAUGHSOLUTIONS.COM STORN\ W A~CE2 "3A~5` 1~ DES\C~ N ~~ ~Rovl D E 85°/0 -fS5 R6Ma)'A t_. li SITE ~'-7.r]2 Ac.. ~1"T y~ FgRMANENT 'PUDL pE,p"1'FI `S'ASE 3.3- I Sa.= ~3^~0\7•'~Z - 0.24~c.= 10,25 FtZ 1001 TEMP oRARy WATER C~u~`~-~ ~ y PCB ~- VOLU M E liS~1J6 ~,~u ELESZ'S "51MP LE ME.T410D" I Rv = (.~•C75 ~.ov9 ~ _' pe~cEN? Il.n"PLIZwOus = 90°l0 ~v = 8 to VOt-l.~~nnC = ~vEStC~N '~A\n1F~~u~ (Rr~ (P~P.~ti1WC~c PcREiP~ ~/ _ ~ in x . Flo x 1(12 ~Z'IN x ^J.72 AC - Z'-F, 100 FZ; i 01- og - 08 A~~ CFIEC.Ic d~EPT1-4 = Z~'I'IOV FT3 = Z.~FT Io~12S FTZ PERMANENT WET DETENTION POND DESIGN - RISER/BARREL Revised 109-2008 WILKES COUNTY PROJECT: Ira Myers INDEX NO: 11.07.067 CHECKED BY: LOCATION: NC 16 8~ NC 18 IN WILKES COUNTY DATE: January 09,2008 REVISED: TOTAL SITE AREA = 7.7Z PROPOSED BUILT UPON AREA = 6.95 FUTURE BUILT UPON AREA = 0.00 TOTAL ON-SITE BUILT UPON AREA = 6.95 PERCENT BUILT-UPON = 90.03% ON-SITE DRAINAGE AREA TO POND = 7.50 ON-SITE BUA TO POND = 6.95 >NSITE %BUA FOR POND SUB-BASIN = 92.67% OFF-SITE DRAINAGE AREA TO POND = 0.00 TOTAL WATERSHED AREA TO POND = 7.50 DISTURBED AREA = 7.00 TEMP. SED. STOR. USED (Y/N) N WA I tKSFitU = YatlKl CLASSIFICATION : WS - C (GWA/WCA) = GWA MAX. OFF-SITE B.U.%= 25% PERMANENT SEDIMENT STORAGE PERMANENT WATER QUALITY COMPOSITE B.U. %_ DEPTH (minimum 3 feet) SA/DA (Figure 5.6-2) TEMPORARY WATER QUALITY PRINCIPAL SPILLWAY TYPE DESIGN STORM RAINFALL INTENSITY RUNOFF COEFFICIENT EMERGENCY SPILLWAY TYPE DESIGN STORM RAINFALL INTENSITY RUNOFF COEFFICIENT POND DATA ELEV. ~ BOT. OF POND = 1125.5 ELEV.@ BOT. OF PSS = 1125.5 ELEV. @ BOT. OF PWO = 1127 ELEV. (ii1 NORMAL POOL = 1131 ELEV. ~ TOP. OF RISER = 1133 ELEV. ~ EMER. SPILLWAY = 1133.5 ELEV. @ TOP OF DAM = 1134.5 INVERT OF BARREL = 1125.5 0.5 acre-inch per disturbed acre 0.125 acre-in per total drainage area 92.67 percent 6.0 feet 3.1 percent 1.0 rainfall to be controlled corrugated aluminum X reinforced concrete 10 year 5.46 inches per hour 0.9 X grass lined rip-rap lined 100 year 7.32 inches per hour 0.9 SURFACE AREA = 2600 SURFACE AREA = 2600 SURFACE AREA = 3614 SURFACE AREA = 10455 SURFACE AREA = 14240 . @ BOT. OF POND= 1125.50 SURFACE AREA = 2600 NORMAL POOL = 1131.00 SURFACE AREA = 10455 ALLOW 75% OF BASIN VOLUME TO WQ ORIFICE = 26926 OK ELEV. @ BOT. OF PSS = 1125.50 SURFACE AREA = 2600 ELEV. @ BOT. OF PWQ = 1127.00 SURFACE AREA = 3614 VOLUME PROVIDED = 4661 PERMANENT WATER QUALITY SURFACE AREA REQ'D 10121 NORMAL POOL ELEVATION = 1131.01 SURFACE AREA PROVIDED = 1045: OF Rv= 0.884 VOLUME REQUIRED = 24067 ELEV. @ BOT. OF TWQ = 1131.00 SURFACE AREA = 10455 ELEV. @ TOP OF TWQ = 1133.00 SURFACE AREA = 14240 VOLUME PROVIDED = DESIGN STORM PEAK FLOW = 36.9 HEAD ABOVE TOP OF RISER = 0.50 ELEVATION AT TOP OF RISER = 1133.00 REL: BARREL SIZE USED (in) = 15.00 ELEVATION AT TOP OF RISER = 1133.00 ELEVATION OF BARREL INVERT = 1125.5 RISER: RISER(AREA) =1.5 TIMES AREA OF: 15.00 MIN. RISER DIA. = 18.37 RISER DIA.USED = 48 VATER QUALITY RELEASE HOLE :LEV. @ BOT. OF WATER QUALITY RELEASE HOLE = 1131.01 MAXIMUM RELEASE RATE _ MINIMUM RELEASE RATE _ AAXIMUM HOLE SIZE = 0.03554112 2.5; MINIMUM HOLE SIZE = 0.014216448 1.6' ELEV. @ TOP OF RISER = 1133. ELEV. ~ BOT. OF PSS = 1125. H= 7. AREA OF RISER = 1; VOLUME OF RISER = 9~ AREA OF BARREL = 1.2 EXPOSED LENGTH = 10.00 VOLUME OF BARREL = 12.3'' WEIGHT OF WATER DISPLACED = 6646.82 FACTOR OF SAFETY (10%) 7311.51 VOLUME OF CONCRETE ANCHOR = 83.5 Table of Contents Hydraflow Hydrographs by Intelisolve Ira Myers FINAL.gpw Friday, Jan 11 2008, 10:10 AM Hydrograph Return Period Recap ...................................................................... 1 10 -Year Summary Report ................................................................................................................. 2 Hydrograph Reports ........................................................................................................... 3 Hydrograph No. 2, Reservoir, stormwater ........................................................................ 3 Pond Report ................................................................................................................. 4 100 -Year Summary Report ................................................................................................................. 5 Hydrograph Reports ........................................................................................................... 6 Hydrograph No. 2, Reservoir, stormwater ........................................................................ 6 Pond Report ................................................................................................................. 7 Hydrograph Return Period Recap Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type (origin) Hyd(s) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr description 1 2 Rational Reservoir ------- 1 ------- ------- ------- ------- ------- ------- ------- ------- 38.60 0.14 ------- ------- ------- ------- 52.37 3.10 storm stormwater Proj. file: Ira Myers FINAL.gpw Friday, Jan 11 2008, 10:10 AM Hydraflow Hydrographs by Intelisolve Hydrograph Summary Report Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (tuft) Inflow hyd(s) Maximum elevation (ft) Maximum storage (tuft) Hydrograph description 1 Rational 38.60 1 10 23,161 ---- ------ ------ storm 2 Reservoir 0.14 1 20 17,819 1 1132.84 23,059 stormwater Ira Myers FINAL.gpw Return Period: 10 Year Friday, Jan 11 2008, 10:10 AM Hydraflow Hydrographs by Intelisolve 3 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Friday, Jan 11 2008, 10:10 AM Hyd. No. 2 stormwater Hydrograph type =Reservoir Peak discharge = 0.14 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 1 Max. Elevation = 1132.84 ft Reservoir name =detention Max. Storage = 23,059 cult Storage Indication method used. Q (cfs) 40.00 stormwater Hyd. No. 2 -- 10 Yr Hydrograph Volume = 17,819 cult 30.00 20.00 10.00 0 00 Q (cfs) 40.00 30.00 20.00 10.00 0 00 0 5 10 15 19 24 29 34 39 44 48 Time (hrs) Hyd No. 2 Hyd No. 1 Pond Report Hydraflow Hydrographs by Intelisolve Friday, Jan 11 2008, 10:10 AM Pond No. 1 -detention Pond Data Pond storage is based on known contour areas. Average end area method used. Stage /Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult) 0.00 1131.00 10,455 0 0 1.00 1132.00 12,825 11,640 11,640 2.00 1133.00 14,241 13,533 25,173 3.00 1134.00 15,729 14,985 40,158 3.50 1134.50 16,500 8,057 48,215 Culvert /Orifice Structures IA] IB] [C] [D] Rise (in) = 15.00 2.00 0.00 0.00 Span (in) = 15.00 2.00 0.00 0.00 No. Barrels = 1 1 0 0 Invert EI. (ft) = 1127.00 1131.00 0.00 0.00 Length (ft) = 10.00 0.00 0.00 0.00 Slope (%) = 0.30 0.00 0.00 0.00 N-Value = .013 .013 .000 .000 Orif. Coeff. = 0.60 0.60 0.00 0.00 Multistage = n/a Yes No No Weir Structures [A] [B] [C] [D] Crest Len (ft) = 4.00 10.00 0.00 0.00 Crest EI. (ft) = 1133.00 1133.50 0.00 0.00 Weir Coeff. = 3.33 3.33 0.00 0.00 Weir Type =Riser Rect --- --- Multi-Stage =Yes No No No Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft Note: CuIveNOrifice outflows have been analyzed under inlet and outlet control. Stage (ft) Stage /Discharge 4.00 -.---- 3.00 I i i 2.00 1.00 ~ ~ I i 0.00 0.00 Stage (ft) 4.00 3.00 2.00 1.00 n nn 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 Total Q Discharge (cfs) 4 Hydrograph Summary Report Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (tuft) Inflow hyd(s) Maximum elevation (ft) Maximum storage (tuft) Hydrograph description 1 Rational 52.37 1 10 31,421 ---- ------ ------ storm 2 Reservoir 3.10 1 19 24,512 1 1133.36 30,621 stormwater Ira Myers FINAL.gpw Return Period: 100 Year Friday, Jan 11 2008, 10:10 AM Hydraflow Hydrographs by Intelisolve 6 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Friday, Jan 11 2008, 10:10 AM Hyd. No. 2 stormwater Hydrograph type =Reservoir Peak discharge = 3.10 cfs Storm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. = 1 Max. Elevation = 1133.36 ft Reservoir name =detention Max. Storage = 30,621 cult Storage Indication method used. Q (cfs) 60.00 stormwater Hyd. No. 2 -- 100 Yr Hydrograph Volume = 24,512 cuff 50.00 40.00 30.00 20.00 10.00 0 00 Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 0 00 0 5 10 15 19 24 29 34 39 44 48 Time (hrs) Hyd No. 2 Hyd No. 1 Pond Report Hydraflow Hydrographs by Intelisolve Friday, Jan 11 2008, 10:10 AM Pond No. 1 -detention Pond Data Pond storage is based on known contour areas. Average end area method used. Stage /Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (tuft) 0.00 1131.00 10,455 0 0 1.00 1132.00 12,825 11,640 11,640 2.00 1133.00 14,241 13, 533 25,173 3.00 1134.00 15, 729 14,985 40,158 3.50 1134.50 16,500 8,057 48,215 Culvert /Orifice Structures IAI [B] [Cl [Dl Rise (in) = 15.00 2.00 0.00 0.00 Span (in) = 15.00 2.00 0.00 0.00 No. Barrels = 1 1 0 0 Invert EI. (ft) = 1127.00 1131.00 0.00 0.00 Length (ft) = 10.00 0.00 0.00 0.00 Slope (%) = 0.30 0.00 0.00 0.00 N-Value = .013 .013 .000 .000 Orif. Coeff. = 0.60 0.60 0.00 0.00 Multi-Stage = n/a Yes No No Weir Structures [A] [B] [C] [D] Crest Len (ft) = 4.00 10.00 0.00 0.00 Crest EI. (ft) = 1133.00 1133.50 0.00 0.00 Weir Coeff. = 3.33 3.33 0.00 0.00 Weir Type =Riser Rect --- --- Multi-Stage =Yes No No No Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft Note: CulverUOrifice outFlows have been analyzed under inlet and outlet control. Stage (ft) Stage /Discharge 4.00 j 3.00 2.00 I 1.00 0.00 0.00 Stage (ft) 4.00 3.00 2.00 1.00 n nn 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 Total Q Discharge (cfs) 7 EC Outlet Devices (NY DOT Dissipator Method) (for tailwater conditions greater than 0.5 ft) Outlet No. Pipe Size Velocity Equation Length (L2) Width Rip-Rap Minimum /Discri tion Inches f s Number Feet Feet Class Thickness In. 1 18 14.00 3 12 6.3 Class 1 25.5 2, 15 2.50 1 5 3.25 Class B 18 Notes: For Multiple Culverts use 1.25 times diameter of pipe For Outlets on slopes greater than 10% use next higher equation number If "Special" appreas in the results box, another method should be used for design NC DOT Rip-Rap sizes used (T=1.5*Dmax) Appendices NEW YORK DOT DISSIPATOR METHOD FOR USE IN DEFINED CHANNELS (Source: "Bank and channel lining procedures", New York Department of Transportation, Division of Design and Construction, 1971,) Note: To use the following chart you must know: (i) Q full capacity (2) Qto (3) V full {4) Vta where Q =discharge in cfs and V = Velocity in FPS. ESTIMATION OF STONE SIZE AND DIMENSIONS FOR CULVERT APRONS Step 1) Compute flow velocity Vo at culvert or paved channel outlet. Step 2) For pipe culverts Do is diameter. For pipe arch, arch and box culverts, and paved channel outlets, Do=Ao, where A: cross-sectional area of flow at outlet. For multiple culverts, use Do=1.25xDo of single cuiven. Step 3) For apron grades of 10% or steeper, use recommendations For next higher•zone. (Zones 1 through 6). zs - 2Q - ~ 15- a LL W iQ- 5- ~ ~ rL' eC ad 4d' rn" ~ ~ 0' S' 10' 15' ~1 ~~ DIAMETER (Ft.) ~,; ~~~ ~~; 11~i11 1111 1111111111111 .11 •11 11 11111 ,~~ III i ~ i ' 11111 ' 111 1 1 „ 1 1 11 111 IIIi11111111111 ili eli 1 '1111i i1~111~11111 11~ 111 1 111 11 II I „ 111 11 1 1 11!1111 '11111111 1 11111 ,11 I j1 1 1.11111 1 I~III~11 1111 11111111111 111 [I~I~11 6 1111111111 1111111 1 11111 111 '1 1 1 11 .11111111111111111 111 1~1 11 11111 1 11111 1 11 111 111111111 1 1 111 ~~ 1 111 11111111 1111 1 III 1 1111111 1111111111 1111111 il11fi1111 1 11 V1111 Ili 11111111 111111 1 111111 11 1 1 1 1111 1 1 1 11 11 111111 11 1111111 I 1 11 11 1111 1 111 111111 '1 1111 111 111 1 1 1 1 ~1 II 11 1 1111 11 1 I 111 11111 I 111111111 11111 11111 1 1111111 Ill it 1 I 1 ~~~ I1 1111 11 i 1 Ifl [1 Illlltl 1 1~ II 1 1111 1 111 II 1 1 1 1111111 1 111 1 I X11111111 1 1~ 111 11111111 7 1 1111 1 1111 1 1 111 1111111 1 1111 11111 I 11 III 11111 111111 111 X11 11111 I ' 5 II111 111i~i11 ill 11 1 1 II11 1 II 111 Itllll 11111 III 111111 1111 i1i 1 111 1 111 11111111111111+ 111111111 111111111 III 11 ' 1 111 111 I 1 I 11111 II 11 1 1 11111 1 IIII 11 I I1111111~ 11 1 11 1111 1111111111111 111 11 111 1111 1111111 1111111111111111111 11 I III 111 1111 11111 111111111. 11t111 11111111 1 1111 I 11111 111 11 11 II 111 1 11 111 '1111111 1 tlr 111111 111 II IIII II 1 111 i 1 1 1 1 1[ ;111 1 II II11 1 i 1 1111 [ IIIII III 111111111 4 II I 11111 11 11 11 111 11 III 2 1 11 1 11111111 1 1 1 1 1 II 3 1 111111, 1 1 11 11 4 1111111111 1 111 1111 II I 11 I~ 1 1 11 I 1 1111 1 1 11111 11 11 I I 111 tl I l 1 1 11 I 11 111111 1 1 1 1 111111 1 i 11 I 111111111 111 1 1 ; 1 11 11111111 II 4 I I 11111 II 1111111 111 III 11111111! 1 IIIII 111 111111 1111 1111 111111 I 1 11111 II 111 11111 1 111 III 111 II 1 I 11111 11 1 111 II 1111111 1 111 1111111 1 111 111 11111 111 Figure 8.t76.b.1 8.46.5 Rcv, 12/93 0 W E F P Z a APRON MATI3tIAt PRCnEGT WLVERr Lt TO PR£Y£MSCOUR HOLE US~2 ALWAYS 1 STONE FILLING (FINE) CL. A 3 x Da 4 x Do 2 STONE FILLING (LIGHT) CL. B 3 x Do 6 x Do 3 STONE FILLING (MEDIUM) CL. 1 4 x Do e x Do 4 STONE FILLING {HEAVY) CL. 1 4 x Do 8 x Do 5 STONE FILLING {HEAVY) CL. 2 5 x Do 10 x Do 6 STONE FILLING {HEAVY) CL. 2 6 x Da 10 x Do 7 SPECIAL STUDY REQUIRED (ENERGY DISSIPATORS, STILLING BASIN OR LARGER SIZE STONE). Fig. $.06.b.2 Width = 3 times pipe dia. (min.) DETERMINATION OF STONE SIXES FOR DUMPED STONE CHANNEL LININGS AND REVETMENTS Step 1) Use figure 8.06.b.3 to determine maximum stone size (e.g. for 12 FpS= 20" or 550 Ibs. Step 2) Use figure 8.06.b.4 to determine acceptable size range for stone (for 12 FPS it is 125-500 lbs. for 75°Io of stone, and the maximum and minimum range in weight should be 25-5001bs.) Note: In determining channel velocities for stone linings and revetment, use the following coefficients of roughness: Diameter (inches} Mannin's "n" Min. thiclrness of lining (inches} Fine 3 0.031 9 12 Light 6 0.035 12 18 Medium 13 0.040 18 24 Heavy 23 0.044 30 36 (Cf~atu~els) (Dissapators) 8.46.6 ~• tz~s