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HomeMy WebLinkAboutWPO200302301 Stormwater Mgmt Facility 1 - Calculations 2004-05-05 . _ =.n 5r? 2e6( HTC SM1 outlet structures performance curve INFLOW 1) 5' diameter riser, weir it = 525.5 L1 = 5*pi C = 3.33 L1 = Li-4-2 for rect weir notches and lentils of cap L1 = 9.7080 2) 2 - 2' rect weirs i2 = 523.75 L2 = 4 3) 8" orifice i3 = 520.0 A3 = [(8/12)A2]*pi/4 flows EL Q1=C*L1*(EL-il)'1.5 Q2=C*L2*(EL-i2)"1.5 Q3=0.6*A3*(64.4*(EL-i3) )A0.5 Q=Q1+Q2+Q3 Mval434a S 520.5 - - 1.1885 1.1885 521.0 - - 1.6807 1.6807 11041 521.5 - - 2.0585 2.0585 522.0 - - 2.3769 2.3769 ',' %Ci 522.5 - - 2.6575 2.6575 523.0 - - 2.9111 2.9111 2Vatl 523.5 - - 3.1444 3.1444 524.0 I - 1.6650 3.3615 5.0265 32,r1( 524.5 - 8.6516 3.5654 12.2170 525.0 - 18.6153 3.7583 22.3735 OI %! 525.5 - 30.8362 3.9417 34.7779 I 526.0 11.4295 44.9550 4.1170 60.5015 MCA 526.5 32.3275 60.7440 4.2851 97.3566 527.0 59.3894 78.0422 4.4468 141.8784 i50.1-a 527.5 91.4360 96.7278 4.6029 192.7667 * * to outflow control OUTFLOW 4) 18" pipe as orifice (slightly lower discharges than culvert) i4 = 511.59 A4 = [ (18/12)A2] *pi/4 5) 36" pipe as orifice (as above) i5 = 519.0 A5 = [(36/12)A2] *pi/4 flows EL Q4=0.6*A4*(64.4*(EL-14) )A0.5 Q5=0.6*A5*(64.4*(EL-i5) )"0.5 Q=Q4+Q5 520.5 25.3983 41.6843 67.0826 521.0 26.1013 48.1328 74.2341 521.5 26.7857 53.8142 80.5999 522.0 27.4531 58.9505 86.4036 522.5 28.1047 63.6738 91.7785 523.0 28.7415 68.0701 96.8116 523.5 29.3645 72.1993 101.5638 524.0 29.9745 76.1047 106.0793 524.5 30.5724 79.8193 110.3917 525.0 31.1588 83.3685 114.5274 525.5 31.7344 86.7727 118.5071 526.0 32.2997 90.0483 122.3480 526.5 32.8553 93.2089 126.0642 527.0 33.4016 96.2657 129.6673 527.5 33.9392 99.2284 133.1676 * outflow control f HOLLYMEAD TOWN CENTER-SWM1 OUTLET STRUCTURE REPORT [STAND PIPE STAGE VS. DISCHARGE] A('e so i5 8V 6-2o 4? '52s,5` 36 @ SIGo Elevation Stage Weirs Orifices Stand Pipe Culvert Total (ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) 511.5000 0.5000 0.00 0.00 0.00 0.00 0.00 512.0000 1.0000 0.00 0.00 0.00 0.00 0.00 512.5000 1.5000 0.00 0.00 0.00 0.00 0.00 513.0000 2.0000 0.00 0.00 0.00 0.00 0.00 513.5000 2.5000 0.00 0.00 0.00 0.00 0.00 514.0000 3.0000 0.00 0.00 0.00 0.00 0.00 514.5000 3.5000 0.00 0.00 0.00 0.00 0.00 515.0000 4.0000 0.00 0.00 0.00 0.00 0.00 ,, ' 515.5000 4.5000 0.00 0.00 0.00 0.00 0.00 ,`' 516.0000 5.0000 0.00 0.00 0.00 0.00 0.00 516.5000 5.5000 - 0.00 0.00 - 0.00 1\1.49 QW 0.00 517.0000 6.0000 0.00 0.00 0.00 k,57 f�r 0.00 517.5000 6.5000 0.00 0.00 0.00 111r.63 ,`� 0.00 518.0000 7.0000 0.00 0.00 0.00 19 00 �' 0.00 ''':,;. - 518.5000 7.5000 0.00 0.00 0.00 25.775 Ci 0.00 519.0000 8.0000 0.00-' 0.00 0.00 34.95 0.00 4"P' 519.5000 8.5000 0�00 0.00 0.00 42.14 0.00 520.0000 9.0000 0.00 0.00 0.00 48.27 0.00 µ - 521.0000 10.0000 0.00 1.37 0.00 58.69 ..q 1.37 • 521.5000 10.5000 0.00 1.81 0.00 63.24 1.81 522.0000 11.040 0.00 2.17 0.00 67.41 2.17 522.5000 11.5000 0.00 2.47 0.00 71.22 2.47 `"'r , f';'; 523.0000 12.0000 0.00 2.74 0.00 74.86 C&`+u 2.74 523.5000 12.5000 0.00 2.99 0.00 78.35 It 2.99 524.0000 13.0000 1.67 3.22 0.00 81.71 4.88 524.5000 13.5000 8.65 3.43 0.00 84.96 12.08 525.0000 14.0000 18.62 3.63 0.00 88.10 '8'S 22.24 525.5000 14.5000 30.84 3.82 0.00 91.14 fi 34.66 y, 526.0000 15.0000 44.95 4.00 10.09 94.09 59.04 a;� �v`d'< 526.5000 15.5000 60.74 4.17 28.53 96.96 93.44 C� C� f�" 527.0000 16.0000 78.04 4.34 50.96 99.75 ''9-975 ,06 s' 527.5000 16.5000 96.73 4.50 68.95 102.47 102.47 •+ I .. 4 1 ' Rivanna Engineering&Surveying,PLC Page 27 i , (434)984-1599 1 77 - r HOLLYMEAD TOWN CENTER-SWM1 , OUTLET STRUCTURE REPORT s [STAND PIPE STAGE VS. DISCHARGE] ri3'fst s24i. 3'0-5v ! xf.c?..5Zo 134d 5Ibc Elevation Stage Weirs Orifices Stand Pipe Culvert Total v ' (ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) ;. 520.0000 9.0000 0.00 0.00 0.00 23.90 0.00 ,,': 520.5000 9.5000. 3.53 1.80 0.00 24.42 5.34 521.0000 10.0000 9.99 5.10 0.00 24.94 15.09 521.5000 10.5000 18.35 9.38 0.00 25.44 25.44 522.0000 11.0000 28.26 12.11 0.00 25.94 25.94 4.7 522.5000 11.5000 39.49 14.33 0.00 26.42 26.42 ' q' 523.0000 12.0000 51.91 16.24 0.00 26.90 26.90 ° ' 523.1600* 12.1600 56.32 16.79 0.00 27.05 27.05 � �' j\�a�' 523.5000 12.5000 65.41 17.96 0.00 27.37 tfr 27..37 � 4 `Y" 524.0000 13.0000 79.92 19.52 0.00 27.83 . 27.83 ' 524.5000 13.5000 95.36 20.97 0.00 28.28 28.28 / } 524.9100** 13.9100 108.75 22.09 0.00. 28.66 28.66 525.0000 14.0000 111.69 22.33 0.91 28.73 28.73 525.5000 14.5000 128.86 23.60 3.08 29.17 29.17 .;: 526.0000 15.0000 146.82 24.81 5.98 29.60 29.60 526.1300*** 15.1300 151.69 25.11 6.68 29.71 29.71 526.5000 15.5000 165.55 25.97 8.30 30.03 30.03 527.0000 16.0000 185.02 27.07 9.90 30.45 30.45 527.5000 16.5000 205.19 28.14 10.88 30.86 30.86 l ;. 528.0000 17.0000 226.05 29.16 11.78 31.27 31.27 *Water surface elevation obtained during 2yr storm event. **Water surface elevation obtained during 10yr storm event. 'n=4r. ***Water surface elevation obtained during 100yr storm event. I i ii: Rivanna Engineering&Surveying,PLC Page 32 (434)984-1599 is {, 2`• HOLLYMEAD TOWN CENTER-SWM1 ,, RESERVOIR REPORT E' s'' [RESERVOIR STAGE STORAGE/DISCHARGE] , Elevation Stage Area Storage Discharge (ft) (ft) (sq ft) (cu ft) (cfs) 511.0000 0.0000 0.0000 0.0000 0.00 511.5000 0.5000 0.0000 0.0000 0.00 {` 512.0000 1.0000 0.0000 0.0000 0.00 !' 512.5000 1.5000 0.0000 0.0000 0.00 ;, 513.0000 2.0000 0.0000 0.0000 0.00 ,,�, 513.5000 2.5000 0.0000 0.0000 0.00 514.0000 3.0000 0.0000 0.0000 0.00 '' 514.5000 3.5000 0.0000 0.0000 0.00 `` 515.0000 4.0000 0.0000 0.0000 0.00 `4 515.5000 4.5000 0.0000 0.0000 0.00 '' 516.0000 5.0000 0.0000 0.0000 0.00 516.5000 5.5000 0.0000 0.0000 0.00 517.0000 6.0000 0.0000 0.0000 0.00 iy 517.5000 6.5000 0.0000 0.0000 0.00 3 518.0000 7.0000 0.0000 0.0000 0.00 518.5000 7.5000 0.0000 0.0000 0.00 i 519.0000 8.0000 0.0000 0.0000 0.00 ' 519.5000 8.5000 0.0000 0.0000 0.00 ' i -520.0000 -- _..'A 9.0000 32269.0000 8067.2500 0.00 , i' s;.• 520.5000 9.5000 33471.5000 24502.3750 6.01 2, , 521.0000 10.0000 34674.0000 41538.7500 16.47 j a,"y v4 521.5000 10.5000 35876.5000 59176.3750 27.26 a - 522.0000 11.0000 37079.0000 77415.2500 28.11 i r� r `k 522.5000 11.5000 38343.0000 96270.7500 28..90 6" el /523.0000 12.0000 39607.0000 115758.2500 29.64 523.5000 12.5000 40871.0000 135877.7500 30.36 ' -74`, 4,.::. At i"`;.• Q7• ,.524.0000 13.0000 42135.0000 156629.2500 32.71 i 524.5000 13.5000 43441.5000 178023.3750 40.36 �,f -525.0000 14.00005 44748.0000 200070.7500 50.97 �i" � ¢ 63.82 • 525.5000 14.5000 45921.2500 222738.0625 t `{., 1 �-526.0000 15.0000 47094.5000 245992.0000 88.64 .4. �� 526.5000 15.5000 48274.0000 269834.1250 123.47 n� ?1 ?, ' ,-527.0000 16.0000 49453.5000 294266.0000 130.20 527.5000 16.5000 50633.0000 319287.6250 133.33 �� t~ Maximum Storage = 319287.6250 (cu ft) O.' Maximum Discharge = 133.33 (cfs) !,a . s Rivanna Engineering&Surveying,PLC Page 34 (434)9841599 ,r FHWA Urban Drainage Design Program, HY-22 Reservoir Routing Date: 05/05/2004 Project No. . Project Name. : Computed by . OUTPUT RESULTS Maximum Storage (ft**3) 240059 . 70 Maximum Depth (ft) 6 . 03 Maximum Discharge (cfs) 63 . 30 At time (hour) 12 . 25 Stage Discharge Storage Storage (ft) (cfs) (ft**3) indicator 0 . 00 0 . 00 0 . 00 0 . 00 1 . 00 1 . 68 33471 . 00 38 . 03 2 . 00 2 . 38 69348 . 00 78 .24 3 . 00 2 . 91 107691 . 00 121 . 11 4 . 00 5 . 03 148562 . 00 167 . 58 5 . 00 22 .37 192003 . 00 224 . 52 6 . 00 60 . 50 237925 . 00 294 . 61 7 . 00 141 . 90 300000 . 00 404 . 28 Time Inflow Discharge Storage Stage (hour/min) (cfs) (cfs) (ft**3) (ft) 10 . 00/600 6 . 20 0 . 000 0 . 00 0 . 00 10 . 25/615 7 . 10 0 . 294 5852 . 80 0 . 17 10 . 50/630 8 . 00 0 . 614 12239 . 17 0 . 37 10 . 75/645 9 . 30 0 . 969 19311 . 54 0 . 58 11 . 00/660 11 . 00 1 .375 27391 . 67 0 . 82 11 . 25/675 14 . 30 1 . 756 37367 . 77 1 . 11 11 . 50/690 18 . 50 2 . 011 50432 . 63 1 .47 11 . 75/705 90 . 00 2 . 764 97109 . 03 2 . 72 12 . 00/720 160 .40 26 .284 196717 . 36 5 . 10 12 . 25/735 25 . 50 63 . 299 240059 . 70 6 . 03 12 . 50/750 16 .40 39 . 513 212649 . 19 5 .45 12 . 75/765 12 .40 25 . 851 196195 . 39 5 . 09 13 . 00/780 10 .35 19 . 910 185840 .38 4 . 86 13 . 25/795 8 . 90 16 . 778 177993 .29 4 . 68 13 . 50/810 7 . 80 14 . 211 171563 .21 4 . 53 13 . 75/825 6 . 90 12 . 122 166328 .41 4 .41 14 . 00/840 6 . 14 10 .416 162054 . 58 4 . 31 14 .25/855 5 . 70 9 . 047 158624 . 54 4 .23 14 . 50/870 5 .40 7 . 982 155956 . 80 4 . 17 14 . 75/885 5 .20 7 . 165 153910 . 76 4 . 12 r 1 '. / 1 + ), . \ \Ir ! 1 I , ! / \ \ \ 1 ! il I' 1WI \ • \ \ \ \ `\ \ \ I \ J 1 \ j I i \ `- \ \ \ I I I r r t .. \ \ \ \\ \ \ I �% i'.�, 1 \ \ 1 ( 1 I 1 I I t - \ ` \ \ I l I 1. t.M \ 1 I / I 1..t \ \ \ \ 1 1 (._.. .�ii: \ 11 / r .- . .: Z - 1 \ \ \ 1 ! I (i i I' / ; ' 's'ry, it '-.i•'µ `. \ \\ `\\ \ 1 I 1 1 t I 1, I \ \.., \ \ 1 •r I • I 1 \ \ ! .1 i ( ; :F.. \ \ \ l 1 cam• \ ;, ti_:M ' ' . ./ iii 1 :i , • i S Y' \ \ \ ij , :.:i::y bff— ite�L=ndscing A�` a 1\� \\ I.:, I I Ease 'ent \ --� - , y ` y I I ! 1 is 1., <\ \+Pit\ � is{... ; I i ote 1 I ; •m , 1 \ I •: 1 WM 11 Being lonstiru. ed as \\ a': \ I •1 • 1 I art!of the M9ss Graf; q Operations o' /• ` '' 1 flor F�ollyrrlead Tow) Ce'ter\Area C\ ¢ 1 \\, ~� ��, t ! • `;: 11 • I ,utIt Structure- wil mqt 1 ta• rn water .:..1.._f 1 e i I ..._..r 1 m ` A otl?R„ i I ..1 •.t.. ..M - ., , r� �: ; ist�•,12}A Me, Ole • I `- ,. S ` i • i .0 iil m I ; I \ ' \ \ -,„ , i \ \\_..,..... 4%,c..3‘ ‘,, k. la Us iln ::::k!!!'011' in 71-;,,...E.- --".In 19 I ummilimin., . mairiut : i‘ ..' - B ‘ I .# \ \ \14.1\0 L Nit inc-) fif .,,,ri ..,.,..• \ -7• •‘ ''- ^r ..- :if r .• -- �.,''ti'^:�._ i'' �_ .�,..✓ -"'--� .. i '�� ./ Iar- � ewe::.......... ,,,...: ... ._. �� -_-_-...�.-.---' _ -- t Q P, . _ _ akin fi er..:rC ',- .�:..: a;. M c.-=- '.ram %/.,/j;/// / % / ;..' • Fie.•.t ,a"Ijg(o,el l �j ", rN,�.. ;� �-. r7/ / %f l, /%<`// f/ �/� ♦•:%-,J' l/'jFfi//'/ / %/./ ��•f ,1�T/ /, :'•\,,.�-jlf./�;'`��`t •/'.' %J%i,/!/�'/'.' / %`:j :/•/ 1j,//'i'%/,• • _ — y A�. ¢r9 943.Alctio�iS�' •/ ) .',///. /-/, r ;/�/,/• '`• '/ /,//'//, I%/./ . :/./// 1. .l}} 11 11' li Concrete Anti—Vortex Device 1 100yr Elev = 527.3 w/Dl-7 Grate 10yr Elev = 526.5 ' V 2yr Elev = 524.5 I 7' Dia 1 Crest Elev = 525.50 2 — 2' Rectangular Weir Inv = 523.75 i 8"o Orifice, Inv = 520.0 • 36" RCP Outlet • — Inv = 519.0 1 Normal Water Elev = 520.0 1 1 8" Orifice to be used for 5' Diameter sediment basin dewatering Concrete Manhole Pond] device. Embankment >r Pond Drain { W/Gate Valve ''N }.f i 5 a j 6" DIP Pipe Outlet shall be capped 11 while sediment basin is }i, in operation 9 fi 18" DIP Outlet Elev = 511.0 • •_ ! Inv = 511.59 .0 8 { ✓ _y L;!✓ `I,;h.(.'t� r fh..�'.F�i`•.• .fF(h, ,.!) y S�)N}; ,✓ ' . 't. C '' s' �,i. .<. 12 Depth r r ':•=' ^ r, zf .-;-- of VDOT 6 8 q1 � ? ,� yr< , {' 9' Dia � _ r • SWM1 Outlet Structure Detail Not To Scale 3 � `i i ;` u` • 1 F,i Modified Rational Method direct solution (VSMH p5-18, p5-12) \-// "" 4,1 HTC area B swm 1 Gj A = 28 acres Pre-development values for peak flow hydrograph Cp = 0.3 tcp = 15 min Ip = 4.79 for 10 year q = Cp*Ip*A q = 40.24 cfs Post-development values for peak flow hydrograph C = 0.85 tc = 9 min Ipst = 5.83 for l0yr Q = C*Ipst*A Q = _138.75 cfs Post-development peak volume storm using critical duration a = 161.6 (constants for Abemarle) b = 18.73 Td = ( [ (2*C*A*a* (b-tc/4) ) /q] A0.5) -b (Equation 5-5 p.5-21) Td = 37.4670117) Qv = C*a*A/ (b+Td) Qv = 68.52 cfs (Equation 5-3 p.5-20) Required Storage Volume, (Equation 5-1, p.5-18) [ (Qv*Td) +(Qv*tc/4) - (q*Td/2) - (3*q*tc/4) ] *60 = _101570.93 cf \ • I •: , . . 5. Ir .....7 unihrs;i1B P::,442-4- . 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