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HomeMy WebLinkAboutWPO201600069 Calculations WPO VSMP 2016-10-03 • — z v 3 o m S. m < 3 d d d ,o m c c C A A m i m' co m p 3 ' E 2 i c o i a a 3 < c 2 w y In < n S > > y o a 0 3 c • w w o 0 0 v m c c 3 N 1 a 3 °" <o, o' ° < of o' < ` 0 a o a ' a m a3i �. A 3 o m c < < 3 A d G a o. 5 ^ a 3 O n m c c a m c c 3 to c m a Ng. A m 2 2 m C a 3 n n N In O O. O O O A O O 3 N N c v > > a 3 0 < m 3 �� ,m m 2 3 n a c 3 a 3 0- a. n z 2 m s Z d w a c N nO' O m N T o. o 3. a A N C< c ` — c c c o ' 3a < < ti O — 7 d a N o ., O m w O W , v N N . N W O O O o a m 0 NCn • v OWO W A W N W O O O m W V, N A 1, N ! * QC 7 v, .r a nO I A �.. m 3 GI �' N A 0 "O -I ,o a N c 0 n i v N m A In j m D I r, m a I o 0 0 0 m 2 o o o o m j m o 0 o CO c I m N m I m O 0 0 7 c I W to ' 0 u, 0 0 0 p m A o 0 o N c w o m I 7 o I r a FN.. A N p H O b. 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OctTF.La V CO a NO K w > C m 3 i D 0 m o 0 0 0 0 00 0 w ' w O O o O pO co O O p O O O O N O , m' o I < O 3 I 0 03 m O I D it') 3 O I 0 c o 0 0 0 0 o dxi 3 O O O O O O O O O O 0 0 I a 3 D Pu''' 2 v ^ a o I o y o. m o o g g o S $ o g g o o m y D 3" m 9 m O 0 d 0 0 0 0 0 0 w 0 0 0 0 0 o 0 0 0 0 0 A I 0 0 0 0 o a D m w m i DEQ Virginia Runoff Reduction Method New Development Compliance Spreadsheet-Version 3.0 2011 BMP Standards and Specifications O 2013 Draft BMP Standards and Specifications Project Name: The Vue data input cells Date: 10/3/2016 constant values BMP Design Specifications List: 2013 Draft Stds&Specs calculation cells Site Information final results Post-Development Project(Treatment Volume and Loads) Land Cover (acres) A Soils B Soils C Soils D Soils Totals Forest/Open Space(acres)--undisturbed, , protected forest/open space or reforested land 14.82 14.82 Managed Turf(acres)--disturbed,graded for yards or other turf to be mowed/managed 2.84 2'84 Impervious Cover(acres) 4.19 4.19 "Forest/Open Space areas must be protected in accordance with the Virginia Runoff Reduction Method ( 21.85 Constants Runoff Coefficients(Rv) Annual Rainfall(inches) 43 A Soils B Soils C Soils D Soils lTarget Rainfall Event(inches) 1.00 Forest/Open Space 0.02 0.03 0.04 0.05 Total Phosphorus(TP)EMC(mg/L) 0.26 Managed Turf 0.15 0.20 0.22 0.25 (Total Nitrogen(TN)EMC(mg/L) 1.86 Impervious Cover 0.95 0.95 0,95 0.95 Target TP Load(lb/acre/yr) 0.41 Pj(unitless correction factor) 0.90 Post-Development Requirement for Site Area TP Load Reduction Required(Ib/yr) 2.43 LAND COVER SUMMARY--POST DEVELOPMENT Land Cover Summary Treatment Volume and Nutrient Loads Forest/Open Space Cover(acres) 14.82 Treatment Volume 0.4161 (acre-ft) Weighted Rv(forest) 0.03 Treatment Volume(cubic feet) 18,125 %Forest 68% TP Load(lb/yr) 11.39 TN Load(Ib/yr) Managed Turf Cover(acres) 2.84 81.47 • (Informational Purposes Only) Weighted Rv(turf) 0.20 %Managed Turf 13% Impervious Cover(acres) 4.19 Rv(impervious) 0.95 %Impervious 19% Site Area(acres) 21.85 Site Rv 0.23 s a o c c, c R N c < 0• 0 _ o .2 a a w W w N „ N N w" E 0 ci T A m c _ 3 30 n C o J. 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II 1-ear storm9 2-years ear storm 10-05.0 s10rm _ .B II fusr NOM ed.14 l00• 001aexnwsnoerrocv/hdsc/RIdYJ I ,- Notes(see below): I. lI)the curve numbers and runoff volumes compute!in this spreadsheet for each eeurements see VRRM users Gude and Doc memarm o addtone nformaton.drainagearea are mrd nine rape cab ty adeterm ga aee gcompliancewmv,, , (41 Runoff VMume 150)lor pre--a rug areas must be in volumetri0 units le.g,acre-fee or cubic 1,411 when using the Energy Balance Equation.Runoff measured in wate,sne.: inches a.shown n the spreadsheet RalwatersPecifrich)ca only be vs.in the Energy Balance Equation when the preL ad post-development drainage areas are q Otherwise Rvlwaersned mchl must be multiplied by the drainage area. ED Admsted CNs are base¢on runoff reduction volumes as calm..,. .,ts.nna_e. _N adjustment calculauw,tor Vegetated Rows is included In BMP specification No.5. Drainage Area Curve Numbers and Runoff Depths" Curve numbers(CN,CNad(J and nornydepths(RV pm,lpeg)ore computed with and without reduction practices. __. 1 I Drainage Ares ASolls 8500s CSolla DSelk tea ONO* 21 '. .—,0,<n„,.—_.—,0,<n„,.—_undisturbed,protected Area(wrest - IUD • 538 0210 _.— WM ,85Remit ledaalee forest/open space or reforest.H. CN 00 55 70 77 __ v16•10 R 12,383 _Managed Turf-disturb.,graded lot yards or other tun Area(acres) 0 00 2.86 0.00 _ to he mowed/managed t _ - . Impervious Cover .51.40 4 19 0 00Q00 _� 98 9. CNmat N (year storm 2-yearstorm -y 10ear storm. RV4.,,..a.g(worers0ed-inch)with no Runoff Reduction' Oa] 0.70 191 i, RVoewoo.(wotetsbed.inch)with RumHRedu { ttion• 031 Ow 1.]h 0____ !Adjusted[N' 59 61 62 'See Notes above --- --- ------ Drainage AreaB ASoI 13 Soils C Soils D Soil (acres): 000 Ewe0VOpen Space-undisturbed,protected Area lxresl 000 forest/open space w reforested CN 30 77 Manned Tunot--disturb.,graded la m yards or other turf yea lxresl 0000130 M to be mowed/n.34. CN 39 61 740 Bo �... Impervious Cover A acr<sl 0.00909110 0900 •� 05 - 101•111.11U -- ClCNIo.. �II i e I uI ]-year storm -year stormstores _II 2 OOo,Mone(wmershed-inch)with no Runoff Red l O.o2 --_--- —.. 000 �ro RVoe,.w_ea(watershed-inch)with Runoff Red - II IIl Adjusted CN 107_ _.. 'See Notes above 1 Drainage Ares C ASo oil oils I T O) �M Forest/Doan 00en Space-send ituNed protect. y1.1.0esl 0.00 Reduction 0.00 0 00 Voile,space wrelwested area me(ft): 0 �__ Managed Tun( disturbed,grades for yards wwhertun Area lxml _ tobe mowed/managed _ - mpervrousCover • yea�xml 98 n 98 . _ 0 .0 ]year storm 2-year storm 10.yearstorm RVpevaioPg(watershed-inch)with no Runoff Reduction' 000 O,70 0.00 1100.,,,,,,,,,(watershed-hob)with Runoff Reduction' 000 000 Adjusted CN' 0 0 0 'See Notes above DrNnage Neap ASolls B Soils C Soils DSoils TotalAnalmenisP 0.00 a Forest/Openx-undisturbed, spepm[w. Area laced! 0ro 00 RuN Radxton fpresUwww ensperelore0tedlard CN O5� 70 70 volumeln't 0 ManagedTurf-disturbed,graded for yards or other turf q,5/acres) 000 000 to rmned/mane.. - _ to - 'N 39 til ]a 80 Impervious Cover Area lac,esl 0.00 0.00 0.00 0.00 -_ - --- _cn 90 9e 9e 05,0.A.of 1-year storm 2-year storm -10-year storm 0 0 RV,,,,,,(watershed-inch)with no Runoff Reduction' aoo 000 _.— RVPew6,g(watershed-bleb)with Runoff Reduction' 000 000 00 _-- Adjusted CN' 0 0 — - --- - ee Notes above g S Drainage Area .00 E t ASolls B8011s Begs DSoils re.pares): 0.00 rwut00/opo,Space e rsapIOtected Area lacresl Rano wesUopen apacewresorntedla. r Volume v 175. 0 ' Managed Turf-tl w yards w other tad Area 101 res( mn seed t4 _ �a eo to beowed/ma o ,-. 3. �l 07 0rvous000,, Area a 0.00 000 0.10 070 • 101.11 . stor ar sto 9 _ Rap,,,,,,,,(watershed-inch)with no Runoff Reduction"1-yeara ace 2-year m ]0 Y"C.red_ if cewwu,d(watersM1ed imM1)with Runoff Reduction' 0 I Adjusted CPC -- -- —-- i 0 0 0 See Notes above I I I I I I I I I I I 1 1 1 I 1 To 1 CI ~ co Mal O ... LO .- I a I I 1 1 N co Y F ti N N o r 1 o w 1 m 1 a oa 0 0 0 0 0 m 1 E Lri 0 0 0 0 0 m � E CC CC M y c o CII W al a) w I C > 1.1 a1 -4.1 w 1 > a) O O O O Z a) U O O O 0 . - c 1 a1 p I O. YA 1/1 c I a CU H m 'o 00 c W n m - N C1 E LiO y N U a *VI i c 'IS Ea 1 a YN . mO Cd O O O O M N N . m N N O 1 O M N l0 ON O O O O ti WN N n O ~ 1QM 31 a1 N N Z v1 av �o ra — s h 0 > >. > O..; o a a m 1 c g a v w 4 1 O r 7. a' as i Cl. a U c >. = '5 L C y al ~ C -0 ,� v ,p u E ° Q Q E 0 1 cc .ch 11 E `1 Q C O O 'D I O C — O c° v v a1 ' a1 E ' a � 1 CC > '—° al a1 c —' �a1 v o 1.1 c J v > 9 N 0 d F c E r -0 a) - c a s 0 0. o 0 0 m ILO'Lp E c a v 'o m c c = E c - c c I > 1n ra m N > E 0.1 n m H O s' ha- VZ- c 'c v v a cu a1 ` F, a 01 - m a1 m m m E - E a 1 o E " C a Z 0 . 0 0 o a1 a a) a+ o in inn in in f- 1_ in I r 0c `. z z 1 1 N W a Ot N ^ F H ,• W a N !.- ^ Vl tU W W N ,i0000 Q 0 O .c O O O O O 6 O O Y O V O L 0) C a` f5 0 z m Q o 0 0 o Q o o oa d o 0 0 0 o p o o £ CC 03 O c 0 coCC c Qo000 Qoo O 0 0 0 6 D O 0 f° 0 0 0 0 °� 0 0 Q o 0 0 o Q o o O 0 0 0 0 0 0 0 Q Nun Q o 0o a °�' m ^ Q Q ^. • 6 - N a N 0 ^ Lf,' ro EE 7 v) N V c E E c ^ v O _ H V _ v 'o Ory) ` f0 > c N w a O Q c O U 0 Q -00 V a) a = w v CT 0 -Fo ,, Z a o .@ c a m 'fp I I I I I 1 I I I I I I I I 1 I w ro I d a O O O O O O d 0 0 0 0 O O O 0 O O O I N O O O 0 O O c I Q I a roI N a 0 0 0 0 0 0 Li m o o O O o O O o O O o y O O O O O O C to O I 'm CI O I L N u m I m c C E' d O V I a 0 O O O O O c 0 0 0 0 o 0 0 0 0 0 0 co /o 0 0 0 0 0 0 E � j c a 0) °c I O I E m cc C C W I (0 o w o 0 0 0 0 0 O o 0 0 0 O O 0 0 0 0 d u 0 0 0 0 0 0 I >• c_ O N I ~ o 1 a E w a m N 0 N ZS 00 V m g?, n 0 -p cn ri h N d M g o o0 0 c 1 �' o E L d c •S v S a Y 5 3 3 3 3 « 5 >j' > > Is I `m om cis> 0 z A 0 z 0 ce z I > z 33 3 z 33 3 z 33 3 z ti 4) a u c c u z z u I I ,,, . c Io 1 u -0 0 c ,� 0 0 Z a a a a '� c c E I� c m Z r 3 > > m c w d I m m I G W 111 T r3 19" T > '•1 N iH I> 0 Ic m Ice 1— I 40l7-44/ FiLei4 31d . se/ FHWA Urban Drainage Design Program, HY-22 HYDRAULIC PARAMETERS OF OPEN CHANNELS Trapezoidal, Rectangular, or Triangular X-Section Date: 03/03/2017 Project No. . Project Name. : Computed by . INPUT PARAMETERS 1 . Channel Slope (ft/ft) 0.0354 2 . Channel Bottom Width (ft) 3 .0 3 . Left Side Slope (Horizontal to 1) 3 .00 4. Right Side Slope (Horizontal to 1) 3 .00 5 . Manning's Coefficient 0.104— per- viDor Fe ti 6 . Discharge (cfs) 8 .02 — Z yr- c"ens A-7 7 . Depth of Flow (ft) 0.81 OUTPUT RESULTS Cross Section Area (Sqft) 4.40 Average Velocity (ft/sec) 1.82— ®qe- � Top Width (ft) 7.86 Hydraulic Radius (ft) 0.54 Froude Number 0.43 40,7-C-4/ A',4o 4 SYR_ $ / FHWA Urban Drainage Design Program, HY-22 HYDRAULIC PARAMETERS OF OPEN CHANNELS Trapezoidal, Rectangular, or Triangular X-Section Date: 03/03/2017 Project No. . Project Name. : Computed by . INPUT PARAMETERS 1. Channel Slope (ft/ft) 0.0354 2 . Channel Bottom Width (ft) 3 .0 3 . Left Side Slope (Horizontal to 1) 3 .00 4. Right Side Slope (Horizontal to 1) 3 .00 5. Manning's Coefficient 0.104 6 . Discharge (cfs) /O'yr - l0.52 / 7 . Depth of Flow (ft) 0.93 /,o DA ✓ OUTPUT RESULTS Cross Section Area (Sqft) 5.38 Average Velocity (ft/sec) 1.95 Top Width (ft) 8.58 Hydraulic Radius (ft) 0.61 Froude Number 0.43 THE VUE LEVEL SPREADER DESIGN HAMRICK ENGINEERING, P. C. 156 LAUREL HILL ROAD VERONA, VIRGINIA 24482 Q�� TH Op% 64* 1\ DATE: 01-06-2017 BRASIL W. HAMRICK JR. Lic.N..19318 .G .,I41,144%/k0 ,, Design Narrative Per the Virginia Stormwater Management Handbook, 2013 draft version, the BMP unified sizing criteria is the 1-inch storm event. BMP specification 2, "Sheet Flow to Conservation Area" also indicates the design storm is 1-inch. Thus the level spreader will be sized by multiplying the runoff from the 1-inch storm event by 40 to obtain the required length of the spreader. The 40-feet per cfs will be used since the down gradient sheet flow area is forested. Drainage Area Area to Level Spreader at storm structure No. 1 = 2.87 acres Area to Level Spreader at storm structure No. 13 =3.43 acres Runoff Coefficient The development consists of 4.19 acres of impervious area and 2.84 acres of managed turf. Thus the composite C value is 0.64 Runoff Runoff to level spreader at storm structure No. 1 Q = CIA = (0.64)(1.0)(2.87) = 1.84 cfs Runoff to level spreader at storm structure No. 13 Q = CIA = (0.64)(1.0)(3.43) = 2.20 cfs Required Level Spreader Length 1.84 x 40 = 73.60-feet, use 74-feet 2.20 x 40 = 88.00-feet Design Detail As allowed per spec 2 use the Henrico County Detail for both spreaders. The Vue Stormwater Quality Calculations Prepared By: Hamrick Engineering, P.C. 156 Laurel Hill Road Verona, Virginia 24482 540-248-7407 October 3, 2016 DOD Virginia Runoff Reduction Method Ness,Development Compliance Spreadsheet•Version 3.0 :.2011 B MP Standards and Specifications 02013 Draft BMP Standards and Specifications Project Name: Thevue CLEAR ALL data input cells Date: 10/3/2016 ,'rr,3'v`:�ret�/ constant values env Design specifications List:2013 Draft Stds&Specs ... ............. calculation cells Site Information ince results Post-Development Project(Treatment Volume and Loads) Land Cover(acres) A Soils B Soils C Soils D Soils Totals Forest/Open Space(acres)--undisturbed, protected forest/open space or reforested land 14.82 14'82 Managed Turf(acres).-disturbed,graded for 284 i ards or other turf to be mowed/managed 2.84 Impervious Cover)acres) 4.19 4.19 Forest/Open Space areas must be protected in accordance with the Virginia Runoff Reduction Method 21.85 Constants Runoff Coefficients(Re) Annual Rainfall(inches) 43 A Soils B Soils C Soils D Soils Target Rainfall Event(inches) 1.00 Forest/Open Space 0.02 0.03 0.04 0.05 Total Phosphorus(SP)EMC(mg/L0 0.26 Managed Turf 0.15 0.20 0.22 0.25 Total Nhrogen ITN)EMC(mg/L) 1.86 Impervious Cover 0,95 0.95 0,95 0.95 Target TP Load(lb/acre/yr) 0.41 P1(unaless correction factor) 0.90 Post-Development Requirement for Site Area TP Load Reduction Required(lb/yr) 2.43 LAND COVER SUMMARY-POST DEVELOPMENT Land Cover Summary Treatment Volume and Nutrient Loads Forest/Open Space Cover(acres) 14.02 Treatmentacne-k)Volume 04161 Weighted nu(forest) 0.03 Treatment Volume(cubic feet) 18,125 %Forest 65% TP Load(Ib/yr) 11.39 Managed Turf Cover TN Load(Ib/yr) ge (acres) 2.84 91A7 Ilnform nal Pu. onlvt Weighted Rv(turf) 0.20 %Managed Turf 13% Impervious Cover(acres) 4.19 Rv(impervious) 0.95 %Impervious 19% Site Area(acres) 21.85 • • Site fly 0.23 • 2 4. 3 Ij d � TP I6AcL r� tac.-ti rwtr-Gd, L �� N Inoleo 313i'"J A4-Govasli 3 -co r Sao I 04. 'k\-� bUl.t ra M'►t-N � l s ', zA5 (a ,4.3 x o \,'10 \\it% S 't o tc (1._ 6 c Q u p.. \ A L ai �/ v� a✓�-�� 1 U o. j 70 9 ^ 7e -I .i ri to -I < < < I+ H 3 VI cm O 3 m d m d 9 d m m 2 3 3 m illa in c O. 2-o =e = R = c ° S 3 3 3 < 3 u c a 'o to 3 g• s 2 o3i 70 to z w w a c j ` CV a a 3. m w It F w N N P pO Na. a. CO Is CD O OO OO pO H O ID W W O O O W A W N W O O O 7t N 0 J 0 VI N i 3 ...KI I - 2' 7 I m Cl 1 A N A : a '° I p N SYYY, W N A I m in I IsDI DI I N P O o ^ A I " ( 1: y D 3 I 888r it 3 j ; v I 3 5. 1 fps. vAn. N Cl. C T� I N l0 A co W N IDI fa I 1 ~ N H O1 O 1 8 . W co C N I 1 I I 1 1 1 1 1 1 1 1 1 ■ ■ "Iornorrouls Natural Resources Way" Chesapeake Bay Nutrient LandTrust, LLC. September 16, 2016 Ms. Betty Groth Pinnacle Construction& Development Corp. Park Properties Management Co. LLC 1821 Avon Street Ext., Suite 200 Charlottesville, VA 22902 RE: CBNLT/Wildwood Farm—Nutrient Credit Availability Chesapeake Bay Nutrient Land Trust,LLC Project Reference: The Vue - Crozet, Virginia Attention: Ms. Groth: This letter is to confirm the availability of authorized Nutrient Credits sufficient to meet your project requirements at our Wildwood Farm facility, which is registered with the Virginia Department of Environmental Quality (DEQ). These Nutrient Credits are generated and managed under the terms of the Wildwood Farm Nutrient Reduction Implementation Plan dated May 16, 2008 which was authorized by the Virginia Department of Environmental Quality(DEQ) and the Virginia Department of Conservation and Recreation(DCR)on August 25, 2008. The Wildwood Farm project has been authorized to provide Nutrient Credits for use in the James River watershed. These Credits are transferable to those entities regulated under DEQ's Stormwater Management Program in accordance with VA Code § 62.1-44.15:35. Currently our Wildwood Farm facility has 13.20 pounds of Phosphorus Credits available and can service your project's phosphorus removal requirement of 0.91 pounds: --. If we can provide further assistance please feel free to contact our office. Sincerely, Chesapeake Bay Nutrient Land Trust, LLC By Its Manager EarthSource Solutions, Inc. ScottA. Reed, Scott A. Reed Vice President Chesapeake Bay Nutrient LandTrust,LLC. • 5735 S. Laburnum Avenue • Richmond,VA 23231 • P: 804.222.5114 • www.cbnit.com THE VUE LEVEL SPREADER DESIGN HAMRICK ENGINEERING, P. C. 156 LAUREL HILL ROAD VERONA, VIRGINIA 24482 O�1�TH opt, UO l DATE: 01-06-2017 BRAS W. HAMRICK, JR. Li, No.193 Design Narrative Per the Virginia Stormwater Management Handbook, 2013 draft version, the BMP unified sizing criteria is the 1-inch storm event. BMP specification 2, "Sheet Flow to Conservation Area" also indicates the design storm is 1-inch. Thus the level spreader will be sized by multiplying the runoff from the 1-inch storm event by 13 to obtain the required length of the spreader. Using the Henrico County design the length of the level spreader required is 50-feet. If the length is found to be less than 50-feet using specification 2, the design will still use 50-feet to insure sheet flow re-occurs at larger storm events. Drainage Area Area to Level Spreader at storm structure No. 1 = 2.87 acres Area to Level Spreader at storm structure No. 13 = 3.43 acres Runoff Coefficient The development consists of 4.19 acres of impervious area and 2.84 acres of managed turf. Thus the composite C value is 0.64 Runoff Runoff to level spreader at storm structure No. 1 Q = CiA = (0.64)(1.0)(2.87) = 1.84 cfs Runoff to level spreader at storm structure No. 13 Q = CiA = (0.64)(1.0)(3.43) = 2.20 cfs Required Level Spreader Length 1.84 x 13 = 23.92-feet < 50-feet ok ✓ 13/6 2.20 x 13 = 28.60-feet < 50-feet ok✓ THE VUE TEMPORARY SEDIMENT BASIN AND SEDIMENT TRAP CALCULATIONS HAMRICK ENGINEERING, P. C. 156 LAUREL HILL ROAD VERONA, VIRGINIA 24482 04isaT HF Op \`.'`\rl f2� BRASIL W. H•AM. Rpc, JR. DATE: 01-06-2017 Lic. 193¢8 5 fP0' s4.SNA Temporary Sediment Basin Design Area = 5.62 Acres Use C value of 0.5 representing bare dirt for conservative approach and use a TC of 10 min. Thus Q2 = 11.57 (hydrograph # 1) 025 = 16.88 (hydrograph # 2) Model outlet structure with 4" orifice invert at 692.22 and assume beginning basin water surface elevation is at invert elevation. Top of structure is 694.50, which begins weir flow. Pipe outfall is 42 L. F. of 15" at 2.0% slope. Per the attached storage elevation curve and routing calculations the basin, as designed, meets or exceeds all required criteria. Temporary Sediment Traps Design Per the attached storage elevation curves the sediment traps, as designed, meet or exceed all required criteria. 1992 3.14 TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET (with or without an emergency spillway) Project /4 c— �u-E Basin # cd 545; Location flue. kid/ A16. Total area draining to basin: 5...g 2 acres. Basin Volume Design Wet Storage: 1. Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). 67 cu. yds. x S.6,2 acres = 3'7!0.S cu. yds. = /O, /66. 5 8 2. Available basin volume = 379./9 cu. yds. at elevation 6 9.2.ad. (From storage - elevation curve) 3. Excavate cu. yds. to obtain required volume*. * Elevation corresponding to required volume = invert of the dewatering orifice. 4. Available volume before cleanout required. 33 cu. yds. x S. ba acres = /m.4 cu. yds. it 5. 4p 7. 4,1 5. Elevation corresponding to cleanout level = g<l, 5.4 . (From Storage - Elevation Curve) 6. Distance from invert of the dewatering orifice to cleanout level = 14 8 ft. (Min. = 1.0 ft.) Dry Storage: 7. Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). 67 cu. yds. x S. .2 acres = 376.5'4 cu. yds. III - 112 1992 3.14 20, 333./b c,F 8. Total available basin volume at crest of riser* = 75'3,01 cu. yds. at elevation 6g4,4c . (From Storage - Elevation Curve) * Minimum = 134 cu. yds./acre of total drainage area. 9. Diameter of dewatering orifice = 4. a in. 10. Diameter of flexible tubing = C. o in.(diameter of dewatering orifice plus 2 inches). Preliminary Design Elevations 11. Crest of Riser = 6 94, 5-a Top of Dam = 697..3 ' Design High Water = qs or Upstream Toe of Dam = 619. )f.2' Basin Shape 12. Length of Flow L = 420.45 Effective Width We 3 5. 4-9 If > 2, baffles are not required 2. 6 o If < 2, baffles are required Runoff 13. Q2 = /1. 5-7 cfs ( ) /./�,el,7 r4f,4 P 14. Q25 = f . re cfs (From Chapter 5) /4.01,704,4 -* Z Principal Spillway Design 15. With emergency spillway, required spillway capacity Qp = Q2 = cfs. (riser and barrel) Without emergency spillway,required spillway capacity Qp = Q25 = /i, fcfs. (riser and barrel) III - 113 1992 3.14 16. With emergency spillway: Assumed available head (h) = ft. (Using Q2) h = Crest of Emergency Spillway Elevation - Crest of Riser Elevation Without emergency spillway: Assumed available head (h) = ft. (Using Q25) h = Design High Water Elevation - Crest of Riser Elevation 17. Riser diameter (Dr) = in. Actual head (h) = ft. (From Plate 3.14-8.) Note: Avoid orifice flow conditions. 18. Barrel length (1) = ft. Head (H) on barrel through embankment = ft. (From Plate 3.14-7). 19. Barrel diameter = in. (From Plate 3.14-B [concrete pipe] or Plate 3.14-A [corrugated pipe]). 20. Trash rack and anti-vortex device Diameter = inches. Height = inches. ,fin Yl (From Table 3.14-D). Emergency Spillway Design 21. Required spillway capacity Qe = Q25 - Qp = cfs. 22. Bottom width (b) = ft.; the slope of the exit channel (s) = ft./foot; and the minimum length of the exit channel (x) = ft. - . (From Table 3.14-C). III - 114 ' 1992 3.14 Anti-Seep Collar Design 23. Depth of water at principal spillway crest (Y) = ft. c, Slope of upstream face of embankment (Z) = :1. Qh Slope of principal spillway barrel (Sb) = % Length of barrel in saturated zone (LS) = ft. I 24. Number of collars required = dimensions = (from Plate 3.14-12). Final Design Elevations 25. Top of Dam = Design High Water = o b Emergency Spillway Crest = N/Q Principal Spillway Crest = 6 9 4.Sd Dewatering Orifice Invert = 6 .. g Cleanout Elevation = 6 96 .54. Elevation of Upstream Toe of Dam or Excavated Bottom of "Wet Storage Area" (if excavation was performed) = $'9. 0 ' III - 115 .„ SED POND PHASE 1 8 6 694.4a roP of a;s(s/L a 4 � yNI 6 92. 2-2. Y� Ok/ /,v✓E-a�f- 't J `% 4 2690,5¢ v V 40 ili j d` h _1f1, 6s9 v In °'3 j °' �j N 0 0 10000 20000 30000 40000 Storage (cuft) Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph No. type flow interval peak period hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (yrs) (ft) (cuft) 1 Rational 11.6 1 10 6,944 2 ---- 2yr SB 2 Rational 16.9 1 10 10,131 25 ---- 25yr SB 3 Reservoir 0.5 1 20 6,897 2 1 693.70 16,795 2yr route 4 Reservoir 0.6 1 20 10,071 25 2 694.32 19,897 25yr route Proj. file: TheVueST.GPW IDF file: Alebmarle.IDF Run date: 02-08-2017 • Hydrograph Report Page 1 English Hyd. No. 1 2yr SB Hydrograph type = Rational Peak discharge = 11.57 cfs Storm frequency = 2 yrs Time interval = 1 min Drainage area = 5.6 ac Runoff coeff. = 0.5 Intensity = 4.12 in Time of conc. (Tc) = 10 min I-D-F Curve = Alebmarle.IDF Reced. limb factor = 1 Total Volume=6,944 cuft Hydrograph Discharge Table Time -- Outflow (min cfs) 1 1.16 2 2.31 3 3.47 4 4.63 5 5.79 6 6.94 7 8.10 8 9.26 9 10.42 10 11.57 « 11 10.42 12 9.26 13 8.10 14 6.94 15 5.79 16 4.63 17 3.47 18 2.31 19 1.16 ...End Hydrograph Report Page 1 English Hyd. No. 2 25yr SB Hydrograph type = Rational Peak discharge = 16.88 cfs Storm frequency = 25 yrs Time interval = 1 min Drainage area = 5.6 ac Runoff coeff. = 0.5 Intensity = 6.01 in Time of conc. (Tc) = 10 min I-D-F Curve = Alebmarle.IDF Reced. limb factor = 1 Total Volume=10,131 cult Hydrograph Discharge Table Time -- Outflow (min cfs) 1 1.69 2 3.38 3 5.07 4 6.75 5 8.44 6 10.13 7 11.82 8 13.51 9 15.20 10 16.88 « 11 15.20 12 13.51 13 11.82 14 10.13 15 8.44 16 6.75 17 5.07 18 3.38 19 1.69 ...End Reservoir Report Page 1 English Reservoir No. 5 - SED POND PHASE 1 Pond Data Pond storage is based on known contour areas Stage / Storage Table Stage Elevation Contour area Incr. Storage Total storage ft ft sqft cuft cuft 0.00 689.00 2,392 0 0 1.00 690.00 2,861 2,627 2,627 2.00 691.00 3,357 3,109 5,736 3.00 692.00 3,877 3,617 9,353 4.00 693.00 4,422 4,150 13,503 5.00 694.00 4,993 4,708 18,211 6.00 695.00 5,589 5,291 23,502 7.00 696.00 6,210 5,900 29,402 8.00 697.00 6,856 6,533 35,935 Culvert/ Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 15.0 4.0 0.0 0.0 Crest Len ft = 12.6 0.0 0.0 0.0 Span in = 15.0 4.0 0.0 0.0 Crest El.ft = 694.50 0.00 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.00 0.00 0.00 0.00 Invert El.ft = 689.00 692.22 0.00 0.00 Eqn. Exp. = 1.50 0.00 0.00 0.00 Length ft = 42.0 0.3 0.0 0.0 Multi-Stage = Yes No No No Slope% = 2.00 0.00 0.00 0.00 N-Value = .012 .013 .000 .000 Orif.Coeff. = 0.60 0.60 0.00 0.00 Multi-Stage = Yes No No Tailwater Elevation = 0.00 ft Note:All outflows have been analyzed under inlet and outlet control. Stage / Storage/ Discharge Table Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 689.00 0.00 0.00 --- --- 0.00 --- 0.00 1.00 2,627 690.00 3.62 0.00 --- --- 0.00 --- --- -- 0.00 2.00 5,736 691.00 6.93 0.00 --- --- 0.00 --- -- - 0.00 3.00 9,353 692.00 9.11 0.00 --- --- 0.00 --- --- - 0.00 4.00 13,503 693.00 10.85 0.33 --- --- 0.00 --- --- --- 0.33 5.00 18,211 694.00 12.36 0.53 --- --- 0.00 --- --- --- 0.53 6.00 23,502 695.00 13.70 0.65 --- --- 13.32 --- --- --- 13.70 7.00 29,402 696.00 14.92 0.00 --- --- 69.22 --- -- - 14.92 8.00 35,935 697.00 16.04 0.00 --- --- 148.94 --- - - --- 16.04 • Hydrograph Report Page 1 English Hyd. No. 3 2yr route Hydrograph type = Reservoir Peak discharge = 0.48 cfs Storm frequency = 2 yrs Time interval = 1 min Inflow hyd. No. = 1 Reservoir name = SED POND PHASE Max. Elevation = 693.70 ft Max. Storage = 16,795 cuft Storage Indication method used. Total Volume=6,897 cuft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 11 10.42 693.15 11.10 0.37 0.37 12 9.26 693.27 11.29 0.40 0.40 13 8.10 693.38 11.45 0.42 0.42 14 6.94 693.47 11.58 0.44 0.44 15 5.79 693.54 11.70 0.45 0.45 16 4.63 693.61 11.79 0.46 0.46 17 3.47 693.65 11.85 0.47 0.47 18 2.31 693.68 11.90 0.48 0.48 19 1.16 693.70 11.92 0.48 0.48 20 0.00 693.70 « 11.93 0.48 0.48 « 21 0.00 693.69 11.92 0.48 0.48 22 0.00 693.69 11.91 0.48 0.48 23 0.00 693.68 11.90 0.48 0.48 24 0.00 693.67 11.89 0.48 0.48 25 0.00 693.67 11.88 0.48 0.48 26 0.00 693.66 11.87 0.47 0.47 27 0.00 693.66 11.86 0.47 0.47 28 0.00 693.65 11.85 0.47 0.47 29 0.00 693.64 11.84 0.47 0.47 30 0.00 693.64 11.84 0.47 0.47 31 0.00 693.63 11.83 0.47 0.47 32 0.00 693.63 11.82 0.47 0.47 33 0.00 693.62 11.81 0.47 0.47 34 0.00 693.61 11.80 0.47 0.47 35 0.00 693.61 11.79 0.46 0.46 36 0.00 693.60 11.78 0.46 0.46 37 0.00 693.60 11.77 0.46 0.46 38 0.00 693.59 11.77 0.46 0.46 39 0.00 693.59 11.76 0.46 0.46 40 0.00 693.58 11.75 0.46 0.46 41 0.00 693.57 11.74 0.46 0.46 42 0.00 693.57 11.73 0.46 0.46 43 0.00 693.56 11.72 0.46 0.46 44 0.00 693.56 11.71 0.45 0.45 45 0.00 693.55 11.71 0.45 0.45 46 0.00 693.54 11.70 0.45 0.45 Continues on next page... 2yr route Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 47 0.00 693.54 11.69 0.45 0.45 48 0.00 693.53 11.68 0.45 0.45 49 0.00 693.53 11.67 0.45 0.45 50 0.00 693.52 11.66 0.45 0.45 51 0.00 693.52 11.65 0.45 0.45 52 0.00 693.51 11.65 0.45 0.45 53 0.00 693.50 11.64 0.44 0.44 54 0.00 693.50 11.63 0.44 0.44 55 0.00 693.49 11.62 0.44 0.44 56 0.00 693.49 11.61 0.44 0.44 57 0.00 693.48 11.60 0.44 0.44 58 0.00 693.48 11.59 0.44 0.44 59 0.00 693.47 11.59 0.44 0.44 60 0.00 693.47 11.58 0.44 0.44 61 0.00 693.46 11.57 0.44 0.44 62 0.00 693.45 11.56 0.43 0.43 63 0.00 693.45 11.55 0.43 0.43 64 0.00 693.44 11.54 0.43 0.43 65 0.00 693.44 11.54 0.43 0.43 66 0.00 693.43 11.53 0.43 0.43 67 0.00 693.43 11.52 0.43 0.43 68 0.00 693.42 11.51 0.43 0.43 69 0.00 693.42 11.50 0.43 0.43 70 0.00 693.41 11.49 0.43 0.43 71 0.00 693.40 11.49 0.42 0.42 72 0.00 693.40 11.48 0.42 0.42 73 0.00 693.39 11.47 0.42 0.42 74 0.00 693.39 11.46 0.42 0.42 75 0.00 693.38 11.45 0.42 0.42 76 0.00 693.38 11.45 0.42 0.42 77 0.00 693.37 11.44 0.42 0.42 78 0.00 693.37 11.43 0.42 0.42 79 0.00 693.36 11.42 0.41 0.41 80 0.00 693.36 11.41 0.41 0.41 81 0.00 693.35 11.41 0.41 0.41 82 0.00 693.35 11.40 0.41 0.41 83 0.00 693.34 11.39 0.41 0.41 84 0.00 693.34 11.38 0.41 0.41 85 0.00 693.33 11.37 0.41 0.41 86 0.00 693.33 11.37 0.41 0.41 87 0.00 693.32 11.36 0.41 0.41 88 0.00 693.32 11.35 0.40 0.40 89 0.00 693.31 11.34 0.40 0.40 90 0.00 693.30 11.33 0.40 0.40 91 0.00 693.30 11.33 0.40 0.40 92 0.00 693.29 11.32 0.40 0.40 93 0.00 693.29 11.31 0.40 0.40 94 0.00 693.28 11.30 0.40 0.40 95 0.00 693.28 11.29 0.40 0.40 Continues on next page... 2yr route Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 96 0.00 693.27 11.29 0.40 0.40 97 0.00 693.27 11.28 0.39 0.39 98 0.00 693.26 11.27 0.39 0.39 99 0.00 693.26 11.26 0.39 0.39 100 0.00 693.25 11.26 0.39 0.39 101 0.00 693.25 11.25 0.39 0.39 102 0.00 693.24 11.24 0.39 0.39 103 0.00 693.24 11.23 0.39 0.39 104 0.00 693.23 11.22 0.39 0.39 105 0.00 693.23 11.22 0.39 0.39 106 0.00 693.22 11.21 0.38 0.38 107 0.00 693.22 11.20 0.38 0.38 108 0.00 693.21 11.19 0.38 0.38 109 0.00 693.21 11.19 0.38 0.38 110 0.00 693.21 11.18 0.38 0.38 111 0.00 693.20 11.17 0.38 0.38 112 0.00 693.20 11.16 0.38 0.38 113 0.00 693.19 11.16 0.38 0.38 114 0.00 693.19 11.15 0.38 0.38 115 0.00 693.18 11.14 0.37 0.37 116 0.00 693.18 11.13 0.37 0.37 117 0.00 693.17 11.13 0.37 0.37 118 0.00 693.17 11.12 0.37 0.37 119 0.00 693.16 11.11 0.37 0.37 120 0.00 693.16 11.10 0.37 0.37 121 0.00 693.15 11.10 0.37 0.37 122 0.00 693.15 11.09 0.37 0.37 123 0.00 693.14 11.08 0.37 0.37 124 0.00 693.14 11.07 0.36 0.36 125 0.00 693.13 11.07 0.36 0.36 126 0.00 693.13 11.06 0.36 0.36 ...End Hydrograph Report Page 1 English Hyd. No. 4 25yr route Hydrograph type = Reservoir Peak discharge = 0.58 cfs Storm frequency = 25 yrs Time interval = 1 min Inflow hyd. No. = 2 Reservoir name = SED POND PHASE Max. Elevation = 694.32 ft Max. Storage = 19,897 cuft Storage Indication method used. Total Volume=10,071 cuft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 11 15.20 693.55 11.70 0.45 0.45 12 13.51 693.73 11.96 0.49 0.49 13 11.82 693.88 12.19 0.51 0.51 14 10.13 694.01 12.38 0.54 0.54 15 8.44 694.11 12.51 0.55 0.55 16 6.75 694.19 12.63 0.56 0.56 17 5.07 694.25 12.71 0.57 0.57 18 3.38 694.29 12.77 0.58 0.58 19 1.69 694.32 12.80 0.58 0.58 20 0.00 694.32 « 12.80 0.58 0.58 « 21 0.00 694.31 12.79 0.58 0.58 22 0.00 694.31 12.78 0.58 0.58 23 0.00 694.30 12.77 0.58 0.58 24 0.00 694.29 12.76 0.58 0.58 25 0.00 694.29 12.75 0.58 0.58 26 0.00 694.28 12.75 0.58 0.58 27 0.00 694.27 12.74 0.58 0.58 28 0.00 694.27 12.73 0.58 0.58 29 0.00 694.26 12.72 0.57 0.57 30 0.00 694.25 12.71 0.57 0.57 31 0.00 694.25 12.70 0.57 0.57 32 0.00 694.24 12.69 0.57 0.57 33 0.00 694.23 12.68 0.57 0.57 34 0.00 694.23 12.67 0.57 0.57 35 0.00 694.22 12.67 0.57 0.57 36 0.00 694.21 12.66 0.57 0.57 37 , 0.00 694.21 12.65 0.57 0.57 38 0.00 694.20 12.64 0.57 0.57 39 0.00 694.19 12.63 0.56 0.56 40 0.00 694.19 12.62 0.56 0.56 41 0.00 694.18 12.61 0.56 0.56 42 0.00 694.18 12.60 0.56 0.56 43 0.00 694.17 12.59 0.56 0.56 44 0.00 694.16 12.59 0.56 0.56 45 0.00 694.16 12.58 0.56 0.56 46 0.00 694.15 12.57 0.56 0.56 Continues on next page... 25yr route Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 47 0.00 694.14 12.56 0.56 0.56 48 0.00 694.14 12.55 0.56 0.56 49 0.00 694.13 12.54 0.55 0.55 50 0.00 694.13 12.53 0.55 0.55 51 0.00 694.12 12.52 0.55 0.55 52 0.00 694.11 12.52 0.55 0.55 53 0.00 694.11 12.51 0.55 0.55 54 0.00 694.10 12.50 0.55 0.55 55 0.00 694.09 12.49 0.55 0.55 56 0.00 694.09 12.48 0.55 0.55 57 0.00 694.08 12.47 0.55 0.55 58 0.00 694.08 12.46 0.55 0.55 59 0.00 694.07 12.45 0.54 0.54 60 0.00 694.06 12.45 0.54 0.54 61 0.00 694.06 12.44 0.54 0.54 62 0.00 694.05 12.43 0.54 0.54 63 0.00 694.04 12.42 0.54 0.54 64 0.00 694.04 12.41 0.54 0.54 65 0.00 694.03 12.40 0.54 0.54 66 0.00 694.03 12.39 0.54 0.54 67 0.00 694.02 12.39 0.54 0.54 68 0.00 694.01 12.38 0.54 0.54 69 0.00 694.01 12.37 0.53 0.53 70 0.00 694.00 12.36 0.53 0.53 71 0.00 694.00 12.35 0.53 0.53 72 0.00 693.99 12.34 0.53 0.53 73 0.00 693.98 12.33 0.53 0.53 74 0.00 693.97 12.32 0.53 0.53 75 0.00 693.97 12.31 0.53 0.53 76 0.00 693.96 12.30 0.53 0.53 77 0.00 693.95 12.29 0.53 0.53 78 0.00 693.95 12.28 0.52 0.52 79 0.00 693.94 12.27 0.52 0.52 80 0.00 693.93 12.26 0.52 0.52 81 0.00 693.93 12.26 0.52 0.52 82 0.00 693.92 12.25 0.52 0.52 83 0.00 693.91 12.24 0.52 0.52 84 0.00 693.91 12.23 0.52 0.52 85 0.00 693.90 12.22 0.52 0.52 86 0.00 693.89 12.21 0.52 0.52 87 0.00 693.89 12.20 0.51 0.51 88 0.00 693.88 12.19 0.51 0.51 89 0.00 693.88 12.18 0.51 0.51 90 0.00 693.87 12.17 0.51 0.51 91 0.00 693.86 12.16 0.51 0.51 92 0.00 693.86 12.15 0.51 0.51 93 0.00 693.85 12.14 0.51 0.51 94 0.00 693.84 12.13 0.51 0.51 95 0.00 693.84 12.12 0.51 0.51 Continues on next page... 25yr route Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 96 0.00 693.83 12.11 0.50 0.50 97 0.00 693.82 12.11 0.50 0.50 98 0.00 693.82 12.10 0.50 0.50 99 0.00 693.81 12.09 0.50 0.50 100 0.00 693.80 12.08 0.50 0.50 101 0.00 693.80 12.07 0.50 0.50 102 0.00 693.79 12.06 0.50 0.50 103 0.00 693.79 12.05 0.50 0.50 104 0.00 693.78 12.04 0.50 0.50 105 0.00 693.77 12.03 0.49 0.49 106 0.00 693.77 12.02 0.49 0.49 107 0.00 693.76 12.01 0.49 0.49 108 0.00 693.75 12.00 0.49 0.49 109 0.00 693.75 12.00 0.49 0.49 110 0.00 693.74 11.99 0.49 0.49 111 0.00 693.73 11.98 0.49 0.49 112 0.00 693.73 11.97 0.49 0.49 113 0.00 693.72 11.96 0.49 0.49 114 0.00 693.72 11.95 0.48 0.48 115 0.00 693.71 11.94 0.48 0.48 116 0.00 693.70 11.93 0.48 0.48 117 0.00 693.70 11.92 0.48 0.48 118 0.00 693.69 11.91 0.48 0.48 119 0.00 693.69 11.91 0.48 0.48 120 0.00 693.68 11.90 0.48 0.48 121 0.00 693.67 11.89 0.48 0.48 122 0.00 693.67 11.88 0.48 0.48 123 0.00 693.66 11.87 0.47 0.47 124 0.00 693.66 11.86 0.47 0.47 125 0.00 693.65 11.85 0.47 0.47 126 0.00 693.64 11.84 0.47 0.47 127 0.00 693.64 11.83 0.47 0.47 128 0.00 693.63 11.83 0.47 0.47 129 0.00 693.63 11.82 0.47 0.47 130 0.00 693.62 11.81 0.47 0.47 131 0.00 693.61 11.80 0.47 0.47 132 0.00 693.61 11.79 0.46 0.46 133 0.00 693.60 11.78 0.46 0.46 134 0.00 693.60 11.77 0.46 0.46 135 0.00 693.59 11.76 0.46 0.46 136 0.00 693.58 11.76 0.46 0.46 137 0.00 693.58 11.75 0.46 0.46 138 0.00 693.57 11.74 0.46 0.46 139 0.00 693.57 11.73 0.46 0.46 140 0.00 693.56 11.72 0.46 0.46 141 0.00 693.55 11.71 0.45 0.45 142 0.00 693.55 11.70 0.45 0.45 143 0.00 693.54 11.69 0.45 0.45 144 0.00 693.54 11.69 0.45 0.45 Continues on next page... • 25yr route Page 4 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs 145 0.00 693.53 11.68 0.45 0.45 146 0.00 693.53 11.67 0.45 0.45 147 0.00 693.52 11.66 0.45 0.45 148 0.00 693.51 11.65 0.45 0.45 149 0.00 693.51 11.64 0.45 0.45 150 0.00 693.50 11.64 0.44 0.44 151 0.00 693.50 11.63 0.44 0.44 152 0.00 693.49 11.62 0.44 0.44 153 0.00 693.49 11.61 0.44 0.44 154 0.00 693.48 11.60 0.44 0.44 155 0.00 693.48 11.59 0.44 0.44 ...End SED TRAP 1 5— s,7. 38 STuNc air4 ^ ^1 u,/4' f�o27c STan..iE i Iv Cl) 2 4 ' oy M h 1 — 1474�. +, 683 - 0 I 0 500 1000 1500 2000 Storage (cuft) 0 4%/v4 414674 424 c. ic-er tti r— 3 7-41 oe, c, Qc.�rr 67 c,. s! x a. 48= 3Z, (6 c, 17, 868.3` c.. rode-4y E 868. 3Z. C- To"-,oc- a Toil-ot /1.' /3 4 x a, 4.8 = 6 32_ t! r. ,, 73 6 4 e, . SED TRAP 2 4 ‘15t./.2- !c e a t c.7 tE i j �S 6t , 23 eoh-om fi a, 2 -5"7,, E % (f) vkr 1 S o v 41 '' - 0 0 500 1000 1500 2000 Storage (cuft) 404-.4/A./, Gj C ,44-4-.4 : 0. 3 ,4C46 c; w6— T sTo.GR4,E 4.eqc...14-csr)°1F-A_)7s S 7 c. ''' .*c. O. 3C. = z4. /2. C, id. = 65-i. z4 c.f. 0 2 ;v 5 7-, 2.0 4 E s 6 5i 2¢ c.. 7z, TAl_ sro,,aaye .CE9LL,.t/1.er .4.4EA..37 . /.34. K O. 3h c 47. 24 C, y. 7. /1201. 47 c..>. SED TRAP 3 3.0 2.5 414. 5o s ro,.,F e'x..f /e..1, 1- 1 2.0_ Q a 1 .5 675.5. o11— 1 - i CZ .1-r.m C ) \` Nt if i 67¢-0,0 1 1 1 1 0 500 1000 1500 2000 2500 Storage (cuft) .4)2 Asti./A c e Al/2-t A = O • 5"a.2 AG.eG 5 it/cf T ..Tc0 rL.t"'cj e /Le-qtA r g.6 A.a cr,}1'— _ 6 7 c... Y. ,... o. S.z = 24 24 G. Y! - l¢v. 68 c,i v/z_ y 57©ot..-•:4 e = 940. 4 ;1 c. 107-At_._ Sriae,:.,vye- Puist.e -ecidr- s /_`) a v . `-eX : 6 9. 48 c, u 9t/. 36 c. , r THE VUE STORM SEWER AND DITCH CALCULATION HAMRICK ENGINEERING, P. C. 156 LAUREL HILL ROAD VERONA, VIRGINIA 24482 �..41sALTH cwGr �pc BRASIL W. HA.MRICK, JR. Lic.No. 19318 DATE: 01-06-2017 *6160w� �4SSf0NALS14°� Per the HGL calculations for the storm sewer system, the system is more than adequate to convey the 10-year storm event. Per the ditch calculations for the ditches leading to the level spreaders, the rip-rap ditches have a velocity less than capacity for rip-rap during the 2-year event and the 10- year event is contained within the ditch section. r" ti o N CI CI O ci 0 N T O I- li V- V) ie . 4 4 I- la M O N V) O J c0 O T Z .4-'- (1 V 4- r n V 'I 4 N 4 4 I 4. r N. r3 v IA W 0 4 ce ( � a Ln i w m J M M r- coiii / c- S Q N h 4 NVI 0 CD N T VI \}f iim 7 h T T fr N a 4 * *----------., ._.)N cn ri ai 0 a 0 m O) 0 c O r N M a 0 CO h CO 0) r N M r r 0 0 a - h O 3 d t C O O CO V' CO V' 0 0 0 U) h h U) U) CO N ' O d ; O r co r CO Cn CO CD CO C r O co N. O q 0) CO CO CO 7 9 O 0) CV N C+) C') 4 in CO CV co in M co co V L) N Ti r N C co CN. 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Depth of Flow (ft) 0 . 75 OUTPUT RESULTS Cross Section Area (Sqft) 3 . 94 Average Velocity (ft/sec) 2 . 56 .-- v, Top Width (ft) 7 . 50 Hydraulic Radius (ft) 0 . 51 Froude Number 0 . 62 ck f/1 c"A 7-0r2/VI -,L (.3 FHWA Urban Drainage Design Program, HY-22 HYDRAULIC PARAMETERS OF OPEN CHANNELS Trapezoidal, Rectangular, or Triangular X-Section Date: 02/09/2017 Project No. . Project Name. : Computed by . INPUT PARAMETERS 1 . Channel Slope (ft/ft) 0 . 0770 2 . Channel Bottom Width (ft) 3 . 0 3 . Left Side Slope (Horizontal to 1) 3 . 00 4 . Right Side Slope (Horizontal to 1) 3 . 00 p 5 . Manning' s Coefficient 0 . 104 — 1p -e- `/D"f 6 . Discharge (cfs) /Oyu, 13 . 32 e-/-ass 4-i f-ie-r�� 7 . Depth of Flow (ft) ` 0 . 86 /, c° 'Jc-t„-- OUTPUT RESULTS Cross Section Area (Sqft) 4 . 80 Average Velocity (ft/sec) 2 . 78 Top Width (ft) 8 . 16 Hydraulic Radius (ft) 0 . 57 Froude Number 0 . 64 D / r G/-✓ F,2 O NJ Td 7±X I FHWA Urban Drainage Design Program, HY-22 HYDRAULIC PARAMETERS OF OPEN CHANNELS Trapezoidal, Rectangular, or Triangular X-Section Date: 02/09/2017 Project No. . Project Name. : Computed by . INPUT PARAMETERS 1 . Channel Slope (ft/ft) 0 . 0474 2 . Channel Bottom Width (ft) 3 . 0 3 . Left Side Slope (Horizontal to 1) 3 . 00 4 . Right Side Slope (Horizontal to 1) 3 . 00 5 . Manning' s Coefficient 0 . 104 - pe, o7 Fo — 6 . Discharge (cfs) "2- r — 8 . 02 .A-/ g,P p,yp 7 . Depth of Flow (ft) 0 . 76 OUTPUT RESULTS Cross Section Area (Sqft) 4 . 01 Average Velocity (ft/sec) 2 . 00 — K— Top Width (ft) 7 . 56 Hydraulic Radius (ft) 0 . 51 Froude Number 0 . 48 GN F2a/ti'7 5 T - FHWA Urban Drainage Design Program, HY-22 HYDRAULIC PARAMETERS OF OPEN CHANNELS Trapezoidal, Rectangular, or Triangular X-Section Date: 02/09/2017 Project No. . Project Name. : Computed by . INPUT PARAMETERS 1 . Channel Slope (ft/ft) 0 . 0474 2 . Channel Bottom Width (ft) 3 . 0 3 . Left Side Slope (Horizontal to 1) 3 . 00 4 . Right Side Slope (Horizontal to 1) 3 . 00 5 . Manning' s Coefficient 0 . 104 6 . Discharge (cfs) /6 /'-- 10 . 52 7 . Depth of Flow (ft) Y 0 . 87 . I. a ' OUTPUT RESULTS Cross Section Area (Sqft) 4 . 88 Average Velocity (ft/sec) 2 . 16 Top Width (ft) 8 .22 Hydraulic Radius (ft) 0 . 57 Froude Number 0 . 49