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Home My WebLink AboutSW3170801 - Davita Spencer (2)TransmittaVLMtor Date: July 27, 2017 To. Mr. James Moore Assistant Regional Engineer NCDEQ Mooresville Office 610 East Center Avenue, Suite 301 Mooresville, NC 28115 704-235-2138 Project: DaVita — Spencer Rowan County, NC We Transmit: (X) herewith () under separate cover I)ENR-LAND QUALITY STORMWA ER PERMITTING Project #: 17-025/D For Your: Q approval () review and comment (X) signatures Copies Date Description 2 Construction Plans 1 Set of Calculations 1 Signed Permit application 1 Review Fee Comments: Please find attached a signed permit application along with two sets of construction plans for review and approval. Please contact me if you have any questions Thank you. Copies- File Submitted by: 4807 -C Koger Boulevard, Greensboro, NC 27407 1 T-336-218-8282 Matthew W Johnson, P.E. Civil Engineer F-336-218-8010 I wwwAriad-designgroup corn L7 N PAR S/P U/IN IL/IN C/C PART IN l 011 3 Rowan County Assessor's Office This instrument prepared by, Kennon Craver, PLLC, a licensed North Carolina attorney. Delinquent taxes, if any, to be paid by the closing attorney to the county tax collector upon disbursement of closing proceedings. Type: CONSOLIDATED REAL PROPERT Recorded: 6/22/2017 3:12:11 PM Fee Amt: $336.00 Page 1 of 3 Revenue Tax: $310.00 Rowan, NC J. E. Brindle Register of Deeds BK 1291 PCS 891 CEI; AUG 01 2017 DENR-L-Am auALiTy Excise Tax: $310.00 STORMWATER PERMtTf(NO Parcel Identifier No. 046 011 Mail/Box to - This instrument was prepared by: T. M. Caddell, Shuford Caddell & Fraley, LLP PO Box 198, Salisbury, NC 28145-0198 Brief description for the Index. NORTH CAROLINA GENERAL WARRANTY DEED This instrument was prepared by Thomas M. Caddell, a licensed North Carolina attorney. Delinquent taxes, if any, will be paid by the closing attorney to the County Tax Administrator upon disbursement of closing proceeds. THIS DEED made this 2111 day of June, 2017, by and between GRANTOR GRANTEE SYLVIA EVERHART MAHALEY and RHGC SPENCER, LLC, a North husband, DAVID V. MAHALEY Carolina limited liability company 300 Sowers Road 223 US Hwy 70 E, Ste. 100 Salisbury, NC 28144 Garner, NC 27529 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 Town of Spencer, Salisbury Township, Rowan County, North Carolina, and more particularly described as follows: BEGINNING at an existing bent rebar in the Northwestern margin of Salisbury Avenue (U.S. Highway 29) and being the Southernmost corner of Block 1 as shown on the plat recorded in Map Book 9995 at page 512 (the "Earnhardt Plat") and being in the Northeast margin of an unnamed 30 - foot right of way shown on the Earnhardt Plat; thence with the Northeastern margin of said unnamed 30 -foot right of way North 54 degrees 24 minutes 41 seconds West 320.00 feet to a rebar set in the submitted electronically by "Kennon Craver, PLLC" in compliance with North Carolina statutes governing recordable documents and the terms of the submitter agreement with the Rowan County Register of Deeds. centerline (the "Centerline") of the right of way abandoned by Resolution recorded in Deed Book 1289 at page 14, a corner of the property of the Moose Lodge of Spencer (nova or formerly); thence with the line of the property of the Moose Lodge of Spencer (now or formerly) four lines as follows: (1) with the Centerline, North 35 degrees 35 minutes 19 seconds East 103.41 feet to a rebar set; (2) North 86 degrees 41 minutes 03 seconds West 214.74 feet to a stone (crossing a rebar in a root at 193.67 feet); (3) South 43 degrees 43 minutes 12 seconds West 36.25 feet to a stone; and (4) North 51 degrees 02 minutes 49 seconds West 133.00 feet to a rebar set; thence a new line North 38 degrees 05 minutes 41 seconds East 399.53 feet to a rebar set in the Southwestern margin of the right of way of Sowers Road (S.R. #1919); thence with the Southwestern margin of Sowers Road South 51 degrees 54 minutes 19 seconds East 622.59 feet to a rebar set in the Northwestern margin of Salisbury Avenue; thence with the Northwestern margin of Salisbury Avenue South 35 degrees 35 minutes 19 seconds West 332.59 feet (passing a bent rebar at 27.10 feet) to the POINT OF BEGINNING, and being all of that tract containing 4.951 acres, more or less, as depicted on that plat entitled "A Revised Plat Showing Property on Sowers Road (near the intersection of Hwy 29)" recorded in Book of Maps 9995 at page 8359 in the Office of the Register of Deeds of Rowan County, North Carolina. The property hereinabove described was acquired by Grantor by instrument recorded in Book at page in the office of the Register of Deeds for Rowan County, North Carolina. A map showing the above described property is recorded in Map Book 9995 at Page 8359 in the office of the Register of Deeds for Rowan County, North Carolina. This property is ❑ is not ® the primary residence of the Grantor. 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: 1. Ad valorem taxes for 2017 and subsequent years. 2. Utility easements and unviolated conditions, contracts and restrictions that do not materially affect the value of the property. 3. Any right, easement, setback, interest, claim, encroachment, encumbrance, violation, variations or other adverse circumstance affecting the title disclosed by plats recorded in Book of Maps 9995, page 512 and Book of Maps 9995, page 8359, Rowan County Registry. 4. Right of way given by Albert Eugene Everhart to Duke Power Company dated August 8, 1985, and recorded August 16, 1985, in Book 620, page 416, Rowan County Registry. 5. Any discrepancy, conflict, access, shortage in area or boundary lines, encroachment, encumbrance, violation, variation, overlap, setback, easement or claims of easement, riparian right, and title to land within roads, ways, railroads, watercourses, burial grounds, marshes, dredged or filled areas or land below the mean highwater mark or within the bounds of any adjoining body of water, or other adverse circumstance affecting the title that would be disclosed by a current inspection and accurate and complete land survey of the land. 6. Utility easements reserved in favor of Town of Spencer in street closing resolution recorded in Book 1289, page 14, Rowan County Registry. -2- W, IN WITNESS WHEREOF, the Grantor has duly executed the foregoing as of the day and year fust above written. SEAL -STAMP __ Sylvia Everhart Mahaley - "'� V/ m � David V. Mahaley State of North Carolina - County of North Carolina 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: Sylvia Everhart Mahalcy and husband, David V. Mahalev. -3- < e f , nota ublic My commission expires: L / C) -o'-)_ i t' � torp aey`�n� �c�aa Erosion Control and Stormwater Report RECEIVED AUG 01 2017 DENR-LAND QUALITY STORMWATER PERMITTING DaVita Spencer Project Location: Spencer, North Carolina Project #: 17-025 Designer: Triad Design Group, P.C. 4807-C Koger Blvd Greensboro, NC 27407 lilt 11111 pff", oQ. �FESSIp 'A July 27, 2017 triaddesigngr®up ARCHITECTURE ENGINEERING I INTERIOR DESIGN 4807 - C Koger Boulevard, Greensboro, NC 27407 1 T - 336-218-8282 F-336-218-8010 I www.triad-designgroup.com Stormwater Report Rowan County North Carolina DaVita Spencer 17-025 Narrative: The purpose of this project is to construct a 9,121 sf building with associated drive and parking aisles on the 4.951 acre site located at the physical address of 1287 Salisbury Avenue. The existing site currently has approximately 0. 13 acres of BUA. An additional 0.94 acres of BUA are being proposed due to the proposed construction, with an area for a 0.07 acres building addition bringing the total BUA to 1.14 acres or 23.02% BUA. A wet detention pond will be constructed to treat hand detain the increased flow created by the additional BUA created due to the project. The 1, 2, and 10 year storm events have been modeled and the runoff from wet detention pond has been reduced to pre -development rates. A summary of the flows are listed below. Drainage Area 1 - Flows — Flows Pre -Development DA -1 Post -Development DA -1 Drainage Area 1.67 AC 2.23 AC CN 64 82 BUA 0.13 Acres 1.14 Acres Tc 10 min 5 min Flows — Flows Pre -Development Condition DA -1 Post -Development Condition DA -1 Routed Condition DA -1 1 -yr 24 -hr 0.587 cfs 4.453 cfs 0.016cfs 2 yr 24 -hr 1.229 cfs 6.115 cfs 0.146 cfs 10 yr 24 -hr 3.380 cfs 10.81 cfs 3.005 cfs 100 yr 24 -hr 7.435 cfs 18.30 cfs 8.961 cfs 11 Page FrOND CHECK Future- RISER2.gpw 07/28/17 PERMANENT WET DETENTION POND DESIGN - RISER/BARREL Revised 8-24-99 GUILFORD COUNTY PLANNING & DEVELOPMENT DEPARTMENT PROJECT:a e a pencer INDEX NO:. INDEX CHECKED BY: MWJ LOCATION: Spencer NC DATE: April 06, 2017 REVISED: SITE DATA TOTAL SITE AREA = 4.99 WATERSHED = RANDLEMAN DAM Existing BUILT UPON AREA = 0.13 CLASSIFICATION: WS - IV Proposed BUILT UPON AREA = 1.01 (GWA/WCA) _ GWA TOTAL ON-SITE BUILT UPON AREA = 1.14 PERCENT BUILT -UPON = 22.85% ON-SITE DRAINAGE AREA TO POND = 2.23 ON-SITE BUA TO POND = 1.14 NSITE % BUA FOR POND SUB -BASIN = 51.12% OFF-SITE DRAINAGE AREA TO POND = 0.36 MAX. OFF-SITE B.U.% = 70% TOTAL WATERSHED AREA TO POND = 2.59 DISTURBED AREA = 2.50 TEMP. SED. STOR. USED /N DESIGN DATA TEMPORARY SEDIMENT STORAGE 0.5 acre -inch per disturbed acre PERMANENT SEDIMENT STORAGE 0.125 acre -in per total drainage area PERMANENT WATER QUALITY COMPOSITE B.U. % = 53.75. percent DEPTH (minimum 3 feet) 3.4 feet SADA (Figure 5.6-2) 3.26 percent TEMPORARY WATER QUALITY 1.0 rainfall to be controlled PRINCIPAL SPILLWAY TYPE X corrugated aluminum reinforced concrete DESIGN STORM 10 ,year RAINFALL INTENSITY 6.89 _inches per hour RUNOFF COEFFICIENT 0.63 EMERGENCY SPILLWAY TYPE X grass lined rip -rap lined DESIGN STORM 100 year RAINFALL INTENSITY 8 inches per hour RUNOFF COEFFICIENT 0.8 POND DATA ELEV. @ BOT. OF POND = 730.5 SURFACE AREA =.829 fELEV.@ BOT. OF PSS = 730.5 SURFACE AREA= 829 ELEV. @ BOT. OF PWQ = 732 SURFACE AREA = 1364 ELEV. @ NORMAL POOL = 736.5 SURFACE AREA = 5660 ELEV. @ TOP. OF RISER = 737.75 SURFACE AREA = 7978 ELEV. @ EMER. SPILLWAY = 738.5 ELEV. @ TOP OF DAM = 740 INVERT OF BARREL= 728 POND DESIGN TEMPORARY SEDIMENT STORAGE VOLUME REQUIRED Page 1 4538 POND CHECK Future- RISER2.gpw 07/28/17 Page 2 VOLUME PROVIDED LEV. @ BOT. OF POND= 730.50 LEV. 0 NORMAL POOL = 736.50 SURFACE AREA = 829 SURFACE AREA= 5660 ALLOW 75% OF BASIN VOLUME TO WQ ORIFICE = 14600 OK PERMANENT SEDIMENT STORAGE VOLUME REQUIRED VOLUME PROVIDED ELEV. @ BOT. OF PSS = 730.50 SURFACE AREA = 829 ELEV. @ BOT. OF PWQ =.732.00 SURFACE AREA = 1364 VOLUME PROVIDED = 1175 1645 OK PERMANENT WATER QUALITY SURFACE AREA REQ'D 3678 NORMAL POOL ELEVATION = SURFACE AREA PROVIDED = 736.50 5660 OK TEMPORARY WATER QUALITY STORAGE REQUIRED Rv= 0.534 VOLUME REQUIRED = 5018 VOLUME PROVIDED ELEV. @ BOT. OF TWQ = 736.50 ELEV. @ TOP OF TWQ = 737.75 SURFACE AREA = 5660 SURFACE AREA = 7978 VOLUME PROVIDED = 8524 OK Page 2 ti DaVita Spencer Average Pond Depth NC DEG Stormwater Manual Figure 10-2b jAverage Depth Option 1 Permanent pool voulme divided by permanent pool surface area (Pool Volume Pv = 167322 Perm Pool Surface Arer. PSA = 49924.08 Depth davg = 3.351529 1Option 2 A bottom shelf Abs = 4148 A perm pool App = 5660 A bottom pond Abp = 1366 Depth D = 4.5 davg = 3.424175 Hydro Flow Pond Check Sheet 4807-C Koger Blvd Greensboro, NC 27407 336-218-8282 * 336-218-8010 Fax Water Quality Draw Down Time Size of Hole 10. 0.003068 Storage Volume 6919 Surface Area of Pond ft^2 (As) 6r Head of Water above Hole, ft (h) Coefficient of Contraction of an orrifice (0.6) &.a Time to Dewater Days 3.83328 CE Qmin Qmax 0.02089 cfs 0.01602 5 days 0.04004 2 days ,Watershed Model Schematic HydraflowHydrographsExtensionforAutoCAD@Civil3D®2016byAutodesk,lnc.v11 1 22'` CD Legend Hvd• Origin Description 1 SCS Runoff Pre Development 2 SCS Runoff Post Development 3 Reservoir Proposed Pond Project: Pond Routing.gpw Wednesday, 06 / 7 / 2017 ,Hydrograph Return Period Rec;q y ow Hydrographs Extension for AutoCAD®Civil 3130 2016 by Autodesk, Inc. v11 Hyd. Hydrograph Inflow Peak Outflow (cis) Hydrograph No. we hyd(s) Description (origin) 1 -yr 2 -yr 3 -yr 5 -yr 10 -yr 25 -yr 50 -yr 100 -yr 1 SCS Runoff 0.587 1.229 3.380 7.435 Pre Development 2 SCS Runoff 4.453 6.115 10.81 1830 Post Development 3 Reservoir 2 0.015 0.096 1.681 8.035 Proposed Pond Proj. file: Pond Routing.gpw Wednesday, 06 / 7 / 2017 3 , Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3DB 2016 by Autodesk, Inc. v11 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cult) Inflow hyd(s) Maximum elevation (ft) Total strge used (cult) Hydrograph Description 1 SCS Runoff 0.587 2 724 2,251 Pre Development 2 SCS Runoff 4.453 2 718 8,937 Post Development 3 Reservoir 0.015 2 1444 3,914 2 737.53 21,376 Proposed Pond Pond Routing.gpw Return Period: 1 Year Wednesday, 06 / 7 / 2017 1 4 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Hyd. No. 1 Time to peak Pre Development Hyd. volume Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time interval = 2 min Drainage area = 1.670 ac Basin Slope = 0.0% Tc method = User Total precip. = 2.74 in Storm duration = 24 hrs Wednesday, 06 / 712017 Peak discharge = 0.587 cfs Time to peak = 12.07 hrs Hyd. volume = 2,251 cuft Curve number = 64* Hydraulic length = 0 ft Time of conc. (Tc) = 10.00 min Distribution = Type II Shape factor = 484 Composite (Area/CN) = [(0.130 x 98) + (1.540 x 61)] / 1.670 Pre Development Q (GfS) Hyd. No. 1 --1 Year Q (S) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0 2 4 Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Hyd. No. 2 Time to peak Post Development Hyd. volume Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time interval = 2 min Drainage area = 2.230 ac Basin Slope = 0.0% Tc method = User Total precip. = 2.74 in Storm duration = 24 hrs * Composite (Area/CN) = [(0.800 x 61) + (1.070 x 98) + (0.360 x 78)] / 2.230 Q (cfs) 5.00 4.00 3.00 all 1.00 0.00 ' 1' 0 2 4 Hyd No. 2 6 8 Wednesday, 06 / 7 / 2017 Peak discharge = 4.453 cfs Time to peak = 11.97 hrs Hyd. volume = 8,937 cuft Curve number = 82* Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 Post Development Hyd. No. 2 --1 Year Q (cfs) 5.00 4.00 3.00 2.00 1.00 J* - ' ' ' 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) 6 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc v11 Wednesday, 06 / 7 / 2017 Hyd. No. 3 Proposed Pond Hydrograph type = Reservoir Peak discharge = 0.015 cfs Storm frequency = 1 yrs Time to peak = 24.07 hrs Time interval = 2 min Hyd. volume = 3,914 cuft Inflow hyd. No. = 2 - Post Development Max. Elevation = 737.53 ft Reservoir name = Proposed Pond Max. Storage = 21,376 cuft Storage Indication method used. Wet pond routing start elevation = 736.25 ft. Q (cfs) 5.00 4.00 3.00 2.00 1.00 0.00 ' 0 10 Hyd No. 3 Proposed Pond Hyd. No. 3 -- 1 Year 20 30 40 Hyd No. 2 50 60 70 80 90 D Total storage used = 21,376 cuft Q (cfs) 5.00 4.00 3.00 2.00 1.00 1 0.00 100 Time (hrs) ,Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCADO Civil 3130 2016 by Autodesk, Inc. A 1 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cult) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 1.229 2 722 3,821 Pre Development 2 SCS Runoff 6.115 2 716 12,347 Post Development 3 Reservoir 0.096 2 1098 5,946 2 737.76 23,270 Proposed Pond Pond Routing.gpw Return Period: 2 Year Wednesday, 06 / 7 / 2017 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2016 by Autodesk, Inc. v11 Wednesday, 06 / 7 / 2017 Hyd. No. 1 Pre Development Hydrograph type = SCS Runoff Peak discharge = 1.229 cfs Storm frequency = 2 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 3,821 cuft Drainage area = 1.670 ac Curve number = 64* Basin Slope = 0.0% Hydraulic length = Oft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.31 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(0.130 x 98) + (1.540 x 61)] / 1.670 Q (cfs) 2.00- 1.00 0.00 0 2 4 Hyd No. 1 Pre Development Hyd. No. 1 -- 2 Year 6 8 10 12 14 16 18 20 22 24 Q (cfs) 2.00 1.00 0.00 26 Time (hrs) 9 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2016 by Autodesk, Inc. v11 Wednesday, 06 / 7 / 2017 Hyd. No. 2 Post Development Hydrograph type = SCS Runoff Peak discharge = 6.115 cfs Storm frequency = 2 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 12,347 cuft Drainage area = 2.230 ac Curve number = 82* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.31 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 ' Composite (Area/CN) = [(0.800 x 61) + (1.070 x 98) + (0.360 x 78)] / 2.230 Q (cfs) 7.00 5.00 4.00 3.00 2.00 1.00 0.00 ' 1' 0 2 4 Hyd No. 2 a Post Development Hyd. No. 2 -- 2 Year Q (cfs) 7.00 5.00 4.00 3.00 2.00 1.00 ' ' ' ' 0.00 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report 10 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc v11 Wednesday, 06 / 7 1 2017 Hyd. No. 3 Proposed Pond Hydrograph type = Reservoir Peak discharge = 0.096 cfs Storm frequency = 2 yrs Time to peak = 18.30 hrs Time interval = 2 min Hyd. volume = 5,946 cuft Inflow hyd. No. = 2 -Post Development Max. Elevation = 737.76 ft Reservoir name = Proposed Pond Max. Storage = 23,270 cult Storage Indication method used Wet pond routing start elevation = 736 25 ft Proposed Pond Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs) 7.00 7.00 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0 00 000 0 10 20 30 40 50 60 70 80 90 100 Time (hrs) Hyd No. 3 Hyd No. 2 D Total storage used = 23,270 cuft 11 .Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc. v11 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cult) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 3.380 2 722 9,118 Pre Development 2 SCS Runoff 10.81 2 716 22,082 Post Development 3 Reservoir 1.681 2 726 15,673 2 737.91 24,429 Proposed Pond Pond Routing.gpw Return Period: 10 Year Wednesday, 06 / 7 / 2017 Hyrdrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Hyd. No. 1 Time to peak Pre Development Hyd. volume Hydrograph type = SCS Runoff Storm frequency = 10 yrs Time interval = 2 min Drainage area = 1.670 ac Basin Slope = 0.0% Tc method = User Total precip. = 4.81 in Storm duration = 24 hrs Composite (Area/CN) = [(0.130 x 98) + (1.540 x 61)] / 1.670 Q (cfs) 4.00 3.00 2.00 1.00 0.00 ' 1' 0 2 4 Hyd No. 1 6 8 12 Wednesday, 06 / 7 / 2017 Peak discharge = 3.380 cfs Time to peak = 12.03 hrs Hyd. volume = 9,118 cuft Curve number = 64* Hydraulic length = 0 ft Time of cone. (Tc) = 10.00 min Distribution = Type II Shape factor = 484 Pre Development Hyd. No. 1 --10 Year Q (cfs) 4.00 3.00 2.00 1.00 a.� 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report 13 Hydraflow Hydrographs Extension for AutoCADO Civil 3130 2016 by Autodesk, Inc_ v11 Wednesday, 06 17 / 2017 Hyd. No. 2 Post Development Hydrograph type = SCS Runoff Peak discharge = 10.81 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 22,082 cuft Drainage area = 2.230 ac Curve number = 82* Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.81 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(0 800 x 61) + (1.070 x 98) + (0.360 x 78)] / 2.230 Post Development Q (Gfs) Hyd. No. 2 --10 Year Q (cfs) 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Hyd No. 2 Time (hrs) 14 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD@ Civil 3DO 2016 by Autodesk, Inc v11 Wednesday, 06 / 7 / 2017 Hyd. No. 3 Proposed Pond Hydrograph type = Reservoir Peak discharge = 1.681 cfs Storm frequency = 10 yrs Time to peak = 12.10 hrs Time interval = 2 min Hyd. volume = 15,673 cuft Inflow hyd. No. = 2 -Post Development Max. Elevation = 737.91 ft Reservoir name = Proposed Pond Max. Storage = 24,429 cuft Storage Indication method used. Wet pond routing start elevation = 736 25 ft. Proposed Pond Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs) 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 3 Hyd No. 2 �� Total storage used = 24,429 cuft 15 .Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2016 by Autodesk, Inc. v11 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 (cult) Hydrograph Description 1 SCS Runoff 7.435 2 720 19,431 Pre Development 2 SCS Runoff 1830 2 716 38,305 Post Development 3 Reservoir 8 035 2 722 31,889 2 73851 29,571 Proposed Pond Pond Routing.gpw Return Period: 100 Year Wednesday, 06 / 7 / 2017 ,Ffydrograph Report 16 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Wednesday, 06 / 7 / 2017 Hyd. No. 1 Pre Development Hydrograph type = SCS Runoff Peak discharge = 7.435 cfs Storm frequency = 100 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 19,431 cuft Drainage area = 1.670 ac Curve number = 64* Basin Slope = 0.0% Hydraulic length = Oft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 7.14 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.130 x 98) + (1.540 x 61)] / 1.670 Q (cfs) 8.00 6.00 4.00 2.00 0.00 ' 0 2 4 Hyd No. 1 Pre Development Hyd. No. 1 -- 100 Year 6 8 10 12 14 16 Q (cfs) 8.00 M 4.00 2.00 0.00 18 20 22 24 26 Time (hrs) ,Kydrograph ' Report 17 Hydraflow Hydrographs Extension for AutoCADO Civil 3139) 2016 by Autodesk, Inc. v11 Hyd. No. 2 Post Development Hydrograph type = SCS Runoff Peak discharge = Storm frequency = 100 yrs Time to peak = Time interval = 2 min Hyd. volume = Drainage area = 2.230 ac Curve number = Basin Slope = 0.0% Hydraulic length = Tc method = User Time of conc. (Tc) = Total precip. = 7.14 in Distribution = Storm duration = 24 hrs Shape factor = Wednesday, 06 / 7 / 2017 18.30 cfs 11.93 hrs 38,305 cuft 82* Oft 5.00 min Type Il 484 Composite (Area/CN) _ [(0.800 x 61) + (1.070 x 98) + (0.360 x 78)] 12.230 Post Development Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs) 21.00 21.00 18.00 18.00 1 115.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.0 2.0 Hyd No. 2 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 0.00 20.0 22.0 Time (hrs) 18 ydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Wednesday, 06 / 7 / 2017 Hyd. No. 3 Proposed Pond Hydrograph type = Reservoir Peak discharge = 8.035 cfs Storm frequency = 100 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 31,889 cuft Inflow hyd. No. = 2 -Post Development Max. Elevation = 738.51 ft Reservoir name = Proposed Pond Max. Storage = 29,571 cuft Storage Indication method used. Wet pond routing start elevation = 736.25 ft Proposed Pond Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs) 21.00 21.00 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 3 Hyd No. 2 O Total storage used = 29,571 cuft t O Na Ii m m w N 0 O LL C E W _m Q � Z + v U To ` c ca 11 c C � C E 3 co CNC, O N N Iq � m 2 p r h 't co O N N N N EL. M co O LOC) O O O O O in .— r O N N N N M C C IN O O N I N LQ O O N AD IALn r r O N CV CV M M u m O N Ivo ~ C CD cCD oo O N CV M M M d) N LO O r O) N N LOfi, N O CD M M M !� V m ccoo o m m n m m 2 W � CV C N M M ch M N d 0 0 0 0 0 0 0 0 C r U� O O7 O cq co M !�0 M N N O M M M ;r 't 3 w d C H M m O O CP N O 0 N N N C M Cl) RT -It d' C N o c~O co ! 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I T N N CN M C M V � 'cY In in LO r Ir., N O CMC V CD N a C+ U U C2 Cho � O N n co � q r M V, O LU to Co co CD C COC co O � O M fC O E v LO O to r,: N oo m un CO CD CD N M In N � �a C r O O O O O O p r h 't co O O C7 C7 !-I co O LOC) O O O O O c0 CO O (6 O 6 O 6 CO C cc O cr) O O O O N Lh N Ali C Ln C C O O lfi ~ C CD cCD oo O O O C O O m 0 4 CV q' C; O O Ch •C' •�% M O ti O O O O COLI d Ch M O N O C CD O N a` w 00000000 O O o O O O O O C_ M C O 6 O 6 O 6 6 {C M COO, Imp, O O O O 0 N' M r- r- C7 O O O r O O O O O O O O O O O C O o S C r° N g 2 co N c N M s E S C+ U U y C U to 2 2 2 2 2 U _,Lydraflow Table of Contents Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2016 by Autodesk, Inc. v11 Pond Routing.gpw Wednesday, 06 / 7 / 2017 Watershed Model Schematic..................................................................................... 1 Hydrograph Return Period Recap............................................................................. 2 1 -Year SummaryReport......................................................................................................................... 3 HydrographReports................................................................................................................... 4 Hydrograph No. 1, SCS Runoff, Pre Development.................................................................. 4 Hydrograph No. 2, SCS Runoff, Post Development................................................................. 5 Hydrograph No. 3, Reservoir, Proposed Pond......................................................................... 6 2 - Year SummaryReport......................................................................................................................... 7 HydrographReports................................................................................................................... 8 Hydrograph No. 1, SCS Runoff, Pre Development.................................................................. 8 Hydrograph No. 2, SCS Runoff, Post Development................................................................. 9 Hydrograph No. 3, Reservoir, Proposed Pond....................................................................... 10 10 - Year SummaryReport....................................................................................................................... 11 HydrographReports................................................................................................................. 12 Hydrograph No. 1, SCS Runoff, Pre Development................................................................ 12 Hydrograph No. 2, SCS Runoff, Post Development............................................................... 13 Hydrograph No. 3, Reservoir, Proposed Pond....................................................................... 14 100 - Year SummaryReport ....................................................................................................................... 15 HydrographReports................................................................................................................. 16 Hydrograph No. 1, SCS Runoff, Pre Development................................................................ 16 Hydrograph No. 2, SCS Runoff, Post Development............................................................... 17 Hydrograph No. 3, Reservoir, Proposed Pond....................................................................... 18 OFReport.................................................................................................................. 19