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Home My WebLink About20080680 Ver 1_More Info Received_20090213CA" To: Cyndi Karoly NC Division of Water Quality 2321 Crabtree Blvd. Suite 250 Raleigh, NC 27604 Date: Job Number: Job Name: Via: This Transmission includes the following Attached Samples ? Plans ........................ Prints Specifications Shop Drawings Other Please take the following action: .................................. Submit Resubmit 2/12/09 0522502 Savannah's Garden Subdivision UPS These are transmitted: For approval For your use As requested Approved as submitted . . . . . . . . . . . . . . .............. Approved as noted ? For review/comment .............................< Other Return Make corrections and return Copies Date Number ............................................: 5 ..................................................... 2/12/09 ......................................................... 0522502 ....................................................... 5 ................. ............. ......................... .:. 2/12/09 ........................ .................................. 0522502 ....................... . . . . . . . . . . ................... ... 5 ................. . . ..... ......... . ........................... 2/12/09 ............................... . . . . . . . . . . . ................ . 0522502 1 .................................... 2/12/09 .......................................................... 0522502 Remarks: FEB 1 3 2009 Letter of Transmittal DENR-WATERQLkAUTY WETLANDS AND STORMW'ATER ERAN !i A=*gA NCDENR Permit Number (to be provided by DWQ) O?oF W A TE9OG v? >_ y O Y STORMWATER MANAGEMENT PERMIT APPLICATION FORM 401 CERTIFICATION APPLICATION FORM WETLAND SUPPLEMENT This form must be filled out, printed and submitted. The Required Items Checklist (Part III) must be printed, filled out and submitted along with all the required information. I. PROJECT INFORMATION Project name Savannah's Garden Contact name Ron Jackson Phone number 910-295-0365 Date February 11, 2009 Drainage area number 4 It. DESIGN INFORMATION Site Characteristics Drainage area 784,041.00 ft Impervious area 209,956.00 ft2 Percent impervious 26.8%% Design rainfall depth 1.00 inch Peak Flow Calculations 1-yr, 24-hr rainfall depth 1-yr, 24-hr intensity Pre-development 1-yr, 24-hr runoff Post-development 1-yr, 24-hr runoff Pre/Post 1-yr, 24-hr peak control Storage Volume: Non-SA Waters Minimum required volume Volume provided (temporary pool volume) Depth of temporary pool/ponding depth (DPI.m) Drawdown time Diameter of orifice Coefficient of discharge (CD) used in orifice diameter calculation Driving head (Ho) used in the orifice diameter calculation Storage Volume: SA Waters Parameters 1.5" runoff volume Pre-development 1-yr, 24-hr runoff volume Post-development 1-yr, 24-hr runoff volume Minimum volume required Volume provided 3.08 in 0.13 in/hr 11.09 ft3/sec 26.06 ft3/sec 14.97 ft3/sec 19,014.00 ft3 19,411.00 ft3 OK 12.00 in OK 3.20 days OK 1.50 in OK 0.60 (unitless) 1.41 ft OK 0.00 ft3 0.00 ft3 0.00 ft3 0.00 ft3 0.00 ft3 OK Form SW401-Wetland-Rev.3 Parts I and II. Project Design Summary, Page 1 of 3 ,. Permit Number (to be provided by DWQ) Additional Information Can the design volume be contained? Y (Y or N) OK Does volume in excess of the design volume flow evenly Y (Y or N) OK distributed through a vegetated filter? What is the length of the vegetated filter? 30.00 ft Are calculations for supporting the design volume provided in the Y (Y or N) OK application? Is BMP sized to handle all runoff from ultimate build-out? Y (Y or N) OK Is the BMP located in a recorded drainage easement with a Y (Y or N) OK recorded access easement to a public Right of Way (ROW)? The length to width ratio is: 2.74 :1 OK Approximate wetland length 233.00 It Approximate wetland width 85.00 ft Approximate surface area using length and width provided 19,805.00 ftz This approx. surface area is within this number of square feet of the entire wetland surface area reported above: Will the wetland be stabilized within 14 days of construction? Y (Y or N) OK Form SW401-Wetland-Rev.3 Parts I and II. Project Design Summary, Page 3 of 3 cor-2 Letter of Transmittal To: Cyndi Karoly NC Division of Water Quality 2321 Crabtree Blvd. Suite 250 Raleigh, NC 27604 FEB 13 2009 DENR . WATER QUALITY WETLANDS AND STORMWATER 804r" Date: Job Number: Job Name: Via: This Transmission includes the following ..................... . ............... . Attached :.................................: Samples ? Plans .......................... ........_, Prints Specifications .................................. : Shop Drawings Other Please take the following action: Submit Resubmit 2/12/09 0522502 Savannah's Garden Subdivision UPS These are transmitted: ............................... For approval For your use i........... As requested . Approved as submitted ............. . Approved as noted ? For review/comment Other Return Make corrections and return Copies Date Number Description ... 5 ............ 2/12/09 ..._...... ................... . 0522502 ............ ........................ ..._ ...... ..._ ............................................................. ...... Cover, C1-C5 of 5 Stormwater Management Plans-Stormwater Wetlands .............. 5 .............. .................................... .... ......................................... 2/12/09 ................... .......................... ............ . ......... ......... 0522502 ................. ......._........... ........ .... .. ........................ _........ ....... ......... Stormwater Wetlands-BMP Supplement 5 . 2/12/09 . ._............. 0522502 .... .......................... ............................... ..............._.......................... ..................................... _............ _................... _ _............................. Calculations ........_ 1 .................................. _...__... ....................................... 2/12/09 ....._......._........... ........ ............. ........ .. .................... 0522502 ................. ............................................. ...... ............ ...... ................ .......... .... ......... Response Letter/DWQ Comments Letter ._...................... ................ .................................... .............. ...................... ........._............. ................................. ......... __................... ... Remarks: • • • EROSION CONTROL, STORMWATER WETLANDS AND DRAINAGE CALCULATIONS FOR SAVANNAH'S GARDEN SUBDIVISION FOR QUALITY BUILT HOMES PINEHURST, NORTH CAROLINA SEAL FEBRUARY 11, 2009 = I93II e, REVI$InN ? % ?sl' % NEAL Smi-ni ENGINEERING, INC. Project No. 0522502 r Era 3 2009 r,ENR-WATER Q<4'un .T(?,NDS AND Sf RMWAT£R BRANCN DRAWDOWN CALCULATION SPREADSHEET r? L_J • Project Name: Savannah's Garden Stormwater Wetlands Project Location: Carthage, North Carolina NSE Project Number: 522502 Restrictors are required to regulate the discharge of storm water to the allowable discharge rate established for the site. Restrictors are typically in the form of an orifice. The outlet pipe however should be checked as a metering line to verify that its capacity is not restricting the discharge. ORIFICE The circular in-line restrictor is sized based on the orifice formula. STORAGE The volume to drawdown in 2-5 days. V= 19,411 CF a = Qo/[ 0.62 (64.4(h))1/2 ] a = area of orifice (sq. ft.) Q2 = Maximum Allowable Outflow (cfs) Q5 = Minimum Allowable Outflow (cfs) h = head differential from center of orifice to hydraulic grade line of detention facility at maximum capacity (ft). CALCULATION Q2 = 0.11 cfs It = 1.41 ft. a = 0.02 sq. ft. Orifice Dia. = 0.16 ft. Orifice Dia. = 1.9 in. CALCULATION Q5 = 0.04 cfs h = 1.41 ft. a = 0.01 sq. ft. Orifice D 0.10 ft. Orifice D 1.2 in. Drawdown Calculation FORMULA Q=CD*A* 2*g*H Q=Flow based on orifice pipe diameter A= area of pipe (sq. ft) CD = Coefficient of Discharge g = Acceleration of Gravity (32.2 ft/sec-12) H = Driving head(ft) above centroid of orifice CALCULATION Pipe Dia. = 1.5 in. Pipe Dia. = O. t 25 ft. A = 0.012 sq. ft. CD = 0.600 g = 32.200 ft/sec^2 H = 1.410 ft Q= 0.07 cfs OK DISCHARGE VELOCITY CHECK Discharge Pipe Size= 1 ft. Area= 0.785398 ft. Q Peak= 0.07 cfs V= 0.089335 ft/sec Is Flow Between Maximum and Minimum Drawdown Time= 3.202 Days 0 Overflow Weir Calculation Savannah's Garden Subdivision Carthage, North Carolina NSE Job #0522502 Design Storm 10 Year SOLUTION - Lw: Use Trial & Error with Weir Length (Lw) & Driving Head (H) to make Qw >= Qp INPUT OUTPUT Cw = 3.00 Lw = 25 ft. H = 1 ft. Qp= 50.3 Qw = 75.00 Freeboard = 0.50 cfs cfs ft. Elevation-Top of Dam 448.75 ft. Weir Elevation 447.25 ft. Weir Width= 25 ft. Weir Depth= 6 ft. Flow depth= 1 ft. Slope= 0.333 ft/ft Cross-sectional Area= 28 sf Velocity= 1.80 ft./sec. TERMINOLOGY: Cw = Weir Coefficient Lw = Weir Length, (ft.) H = Driving Head, (ft.) Qp = Peak Inflow, (cfs) Qw = Peak Discharge, (cfs) 0 • • j NSE Job Number: 522502 j Date: 2/2/2009 j j Name: BCW Anti-Flotation Design S tormwater Wetlands FLOTATION OF RISER RISER DIMENSIONS Inside Dimensions dia. = j 1.5 feet ELEV. @ TOP OF RISER = 448.80 ELEV. @ BOT. OF RISER = 443.00 H - 5.80 ft AREA OF RISER--= 1.8 SF VOLUME OF RISER = 10.2 Cubic Feet DIAMETER OF BARREL = 12 Inch AREA OF BARREL = 0.8 SF EXPOSED LENGTH = 2.00 ft VOLUME OF BARREL = 1.6 Cubic Feet WEIGHT OF WATER DISPLACED = 737.58 Ib FACTOR OF SAFETY (10%) 811.34 lb VOLUME OF CONCRETE ANCHOR = 9.3 Cubic Feet WEIGHT OF OUTLET STRUCTURE Weight of Riser 28.94 Ib Weight of Barrel 19.14 lb Total Weight 48 lb ANIT-FLOTATION WEIGHT REQUIRED = 763 Ib ANIT-FLOTATION VOLUME REQUIRED = 8.7 Cubic Feet ANTI-FLOTATION PAD REQUIRED DEPTH= 1.00 ft WIDTH = 3.00 ft LENGTH= 3.00 ft VOLUME PROVIDED = 9.0 Cubic Feet S03.0'Lx3.0'Wx1'Dp Concrete Pad Required is Riprap Velocity Dissipator Pad No. 1 Savannah's Garden Carthage, NC NSE Job#0522502 25 -Year Design Storm New York DOT Method BACKGROUND: Use the E&S Control Planning & Design Manual, Section 8.06. REFERENCE: (NCDEHNR, rune, 2006) Velocity FES A-15 24" HDPE @ 1.00% V = 7.2 feet per second Zone 2 Size Length 6 x Dia. =12.0' Long Width @ Outlet 3 x Dia. = 6.00' Wide Width downstream 3 x Dia. x 1.25 = 7.50' Wide Solution Use 6.0' Wd X 12.0' Lg X 8.0' Wd X 18" Dp Class "B" Ripra pad 0 0 Riprap Velocity Dissipator Pad No. 3 Savannah's Garden Carthage, NC NSE Job#0522502 25 -Year Design Storm New York DOT Method BACKGROUND: Use the E&S Control Planning & Design Manual, Section 8.06. REFERENCE: (NCDEHNR, June, 2006) Velocitv FES C-3 15" HDPE @ 0.96% V = 7.4 feet per second Zone 2 Size Length 6 x Dia. =7.50' Long Width @ Outlet 3 x Dia. = 3.75' Wide Width downstream 3 x Dia. x 1.25 = 4.68' Wide Solution Use 6.0' Wd X 12.0' Lg X 8.0' Wd X 18" Dp Class "B" Ri ra pad 0 Riprap Velocity Dissipator Pad No. 4 Savannah's Garden Carthage, NC NSE Job#0522502 25 -Year Design Storm New York DOT Method BACKGROUND: Use the E&S Control Planning & Design Manual, Section 8.06. REFERENCE: (NCDEHNR, June, 2006) Velocity FES E-12 24" HDPE @ 1.00% V = 7.2 feet per second Zone 2 Size Length 6 x Dia. =12.0' Long Width @ Outlet 3 x Dia. = 6.00' Wide Width downstream 3 x Dia. x 1.25 = 7.50' Wide Solution Use 6.0' Wd X 12.0' Lg X 8.0' Wd X 18" Dp Class "B" Riprap ad • 0 Channel No.1 Savannah's Garden Carthage, NC NSE Job #0522502 Design Storm 25 Year IVE: Design a Stable Channel and Temporary Liner for erosion control SOLUTION - Qp: Use the calculated Time of Concentration and the Rational Method to determine the peak inflow from the design storm. CHANNEL CHECK FOR BARE SOIL DESIGN LINER Get Liner Type from 8.05f (n) for liner 0.068 Rock Ri ra Liner (D50=9") Table 8.05f Ta = 3 Table 8.05g INPUT OUTPUT L = N/A ft. Surface Mannings Bare Earth Hv = N/.4 ft. n= 0.02 Tc = 5.00 minutes A = N/A acres I = 8.29 in./hr. C = NIA Qp = 41.71 as Slope 0.014 ft/ft from topo z 3 ft/ft side slope B 0 ft bottom width D 2 ft n for soil 0.02 Table 8.05b or Table 8.05f V all 2.5 Table 8.05d V = 14.12 Liner Required CHECK T, and Q., for normal depth d(ft) A(ft^2) R(ft) n V (fps) Q,,(cfs) 2.3 15.87 1.09 0.068 2.77 43.99 T., = 2.04 Good TERMINOLOGY: L = Watershed Hydraulic Length, (ft) Hv = Watershed Vertical Relief, (ft) C = Rational Runoff Coefficient Qp = Peak Inflow, (cfs) I = Rainfall Intensity, (in./hr.) A = Watershed Area, (acres) C = Rational Runoff Coefficient Tc = Time of Concentration I = Rainfall Intensity, (in./hr.) 0 O CI m 0 m b m m m w m m m m m m m m m m m m m W ? D D , D D m v m D D D p O a ( > N 0 II fl n n W n N m U ^ O m m m U m A m W m N m + m m m U m N m m U m m m N m + m m m U m w m N D D D D D D D D m J m D D + O D A W N O N O 4Ni N d r cnG su m O y j m • 31 3 ? n O m Z ? (l m m J m v m m W m m m m m m m o m v m m m m m m D ° D D m D m D m D a t a D a a _ D ? 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