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Home My WebLink About20120642 kks Project Sou 4pfU Ud ,,� ,,,j,.. • � Subject: / hOH✓ S?LOvary prec;r, 630%. SEH Date /? Ey 14/I SEH#. Checked by. Date: Office File#: ._-- Sheet No'. __. . __ _ Of NOAA lire. 2.0 tsopluvia/5 of hyr 4Ar peeCItaa}ei/JOM : xf= /1f/h /l " 26 yy /l /l 2,44, 71 X; . / 7 /h 0 // z5 1i " 1OOyr btir '/ X3 = 3.1{ ,a .7 n 3/ // ' " ;Lae , ' X - 34 ,' Pri jecIL 5,•le e-Ievuf1aN ^- `f, 6001+ z = 'f6 , O44 -17, 0)e /( 2y, Ihr : Y- , = 0, ?-18 + 0,709 - X, x� ` 0.7.1870.709 •X4, /.7 = jot ,'„, Y 3,4 100yr lh, ; Yoo = LS9J + 0. 439 -71:4x3 � -0.00Bz = /397+0.Y39 . 3,`(• a.s -0000'4/6 = >,2. 86 ht 0 Fros NO AllF;,:*fe 6 10yr / h ; riot /, -75 /i4. I. 2012-0642 • a, CO U, a) aW • c 1.- a) 4, y CD a) +, - o - v) CO z *+ g Q O< z 7. _ U z e C 0 E I W a - W ¢ a a) 2 o Li 11, o 2 W F U I O < > O m o < E N it O zb UZ W LT oa cn CO a *+ U F.i . . 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Cam-=--i/ � f�-�—= Ne 4 136 /fir) iU=�f^mod^ Y \ J� // ...-27-(5-4;;-W \-- I <;- S�\ --/, j s, *._c;i'zc:::_yik-Ae)nK=-y,:y , \ -," 2 i .--ier-2--L < 7,7*-,7,---„,r(,c-,:-/ -=----) --* ----t\ r- ) t75 )7/ ‘-S- '' (<1- 1N\fr--4 (1 1 "a ,.[----'j'' 7 2 I ;_ \ \� = \ �� e� • ,2 m ` r4 P. m \J. M • j \ \ iyc r// Z -_„ \ 02 \R �-, m O~ '\, % \ -� �., o _ -i, --� �� J 91 /� .-c.,„,,,-)„„/---„22_.,,‘..,_A r,_"�//0�p,�,,,,- ,z r ��e �,� LJ \ E E GS s �� C_ � ��` u6 _. I (1,:;: ,:Duls ul 't C/ K n f� -' e 4 4-./7=97 rT �`J� );"'j�H ' -i h a U) cr— 9 ,y nl (� `te, 2,-;;:','L' V ri -. \ J C--1:- t JLc\ ISM7 cN'A r-i2i,--4 i __, - C.,-3---/ _f'`,_, /7 2 C..//t K a�, ;� ,..,.../y ) J s G • s - in • W, _ O Et \3333. 2 gNg=33 NN \ v A � N o N _y \ qLL i \ o �� N. LL �'_333 133 313 3 2 NE ��1v� • -"" e L.2----____,:_. :- _ SrIC: 0 �j�� gay z �.4 re ;111D � � !' sJ-t� • (-1/)--)> a/ w�g�)fc?74�-''5 / "..-- /�m . tip �_7 1 � r s vS 1, lam' IThil I� vvvVVV11 \ J ATE -i 1 Rr�4 7� r ' -\ ��'�R� (( l C I C' C-.4 1 CA ' , - J �\h t 1 \L�/.� 5 \rte t\/(1"_'� ;),c(\ n//, r, ) „,\.s,c,,--„!-7.4,/,- R),„, , -a ,_,..,\,* ,_-5-7)76,,, ,-;__7,c C \Sti St r,,. _„ S ; s 4 I INLET IN A SUMP OR SAG LOCATION Project a Platte Valley Fire Station • Inlet ID= Design Point 1 J u .•---------------- r Le(GI Design Information(bout) MINOR MAJOR_ Type of Inlet Mat Typo). CDOT TTyyppeeCC Grate Local 000ressron(additional to continuos gutter depression'a'from'0-Allow+) fie' 0.00 1 — _��rches Number of Lint Inlets(Grate or Curb Openig) NO. 1 .i` Flow Depth outside of Local Depression at Inlet Flow DOOM 76 - 112 - lt 1 arches f Grate Information MINOR MAJOR Lergthol a Una Grate to(G1= 2.92 - - feel — Warmer.VWafith of a Unt Grate W.' 2.92 — feat Area Opening Raeo for a Grate(typical',aloes 0.15-0 90) Arer a 0 70 i •Clogging Factor for a Single Grate(typical value 0.50.0.70) Cr(G)_�- 050�._i'u- 0.50-- Grate WOW Coefficient iNpcal value 2 15-3 60) C„(0)• 2 41 1 Grate Orifice Coeffoen(typ cal value 0 60-0.60) C.l )'L.. ....-.067____-1- i .--_.--___.__..._. Curb Opening IMomlation MINOR MAJOR Length of a Unit Curb Opening Le(C)=r- N/A r. feel Height o1 Veracat Curb Opening et(nays H,,..r= N/A t lunches Height of Curb Or fIce Throat in Inches N,.....= N/A __iirofles Angle of Throat(sae OSDCM F,gure 5l-5) Theta= .--NIA i!degrees Side Width for Depression Pan(typicaty the gutter meth of 2 feet) W._ N/A Veal —ti Clogging Factor for a Single Cub Opererg{typrc1t yaw 010) Cr(C)= N/A N/A I Curb Openrg Weir Coefficient(typical valve 2.3-36) C.(C)= N!A_—'-_.__....1 Curb Opening Orifice Coefficient(typical value 0.60-0.70) C.(c)_ N/A MINOR MAJOR Total Inlet Interception Capacity(assumes clogged condition) Q.' 4.6 —74 cis heel C..p.•c.yi5OOO0 ire slew,.rod Major Storms(>O P{:AK) O PEN(PEouPLU=i 4.0 ) 7.4 (chi • • UD-Mlet_v3.00 DP-1.els,Intel In Sump 11/7(2011,3:09 PM INLET IN A SUMP OR SAG LOCATION Project s Platte Valley Flre Station• _. Inlet ID= Resign Point 2 R-Gure Kvert -. �- -- -_ o iota) pmt Womvlion tfmut) MINOR MAJOR type of INet Wet"Type-i( COOT Type C Grate Local Depression(additional to conbruous gutter depression'a from'O-AlusJl atrr=! 0.00 _ (rasa Number of Dot Inlets(Grate or Curb Openrg) No= 1 — �� Flow Depth oulsrde of Local Depression at Ines Fbw Depth= 3 1 j 3 7 ?mhos Grab Information MINOR MAJOR Length of a Ural Grata Lo(C)-I 2 922T noel Warning WVudth of a Unit Grate We= 292feel ~_ —i--- Area Opening Ratio for a Grate(typical values 0 15-0 90) Anse` 0.70 .... _ Cbggng Factor for a Single Grab(typical rel.0 50-0 701 Cr(G)_ 0.60 0.50 Grate Wen Coefficient(typical vabe 2 15-3 60) O.(G)= 2.41 Grate Onbce Coded(typical vale 0.60•U.60) C.(G)_ 0 67 I Curb Oparing Information MINOR MAJOR Length of a Unit Curb()penny Lo(C).( MA 1 ;feat Harght of Vertical Curb()panne In Inches l'inn=i N/A `'etches Height of Cub Ontce TMoat'nin hs's K...= ricottas :..... NrA.. _ Angie of fnoat(see USDCM Fryve ST-51 7lsla=4 WA degrees Side Width for Depression Pan(typically the guns,'width of 2 feet) W.=! N/A feel Clogging Factor for a Single Curb Opsnnp(typical value 0.10) Cr(C)=r N/A NIA I Curb Opening Wen Coatroom((typical value 2.3.3.6) Co(C)=r NA ' Curb Openrg Orifice Coal(lc ora(typical vaus 050-070) C.(C)=i-_ N/A J MINOR MAJOR Total Inlet Interception Capacity(assumes clogged condition) CI.a+ 0.4 T"." 0.7 --iota W ARN/NG Inlet Capacity less tltr.n 0 Peak roc MAJOR Stone F.w MOOREDn O. DIFED- 0.4 , 0.7 (ids III • UD-Inlet_v3.00 OP-2.als,Inlet in Sump 1117(2011.3;12 PM I INLET IN A SUMP OR SAG LOCATION I Project. Platte Valley Fire Station • Inlet ID= Dealgn Point 3 R Gtee is-Vert - LefG1 Manhole wl grate Design Information fInpu. _ MINOR MAJOR 'Type of INet Inlet Type=! 0007 11e.,O Get.. Local Useression)additional to continuous gutter depression'a'from'O-Alber) sod= 0.00 Inches Number of Unt Inlets(Grate or Curb Opening) No= 1 flow Depth outside of Local Depression at Isar Fbw Depth=' 87 9i Aeale,a Grote Information MINOR MAJOR Length of a Unl Grata Le(G)=', 1 77 1feet Width of a Una Grab We= 177 : Net Area Opervrg Ratio fora Grate(typical velum 0.15-0.90) Anon= 0.70 , GrateClogging Factor lore Single Gnats(typical vaa.050.070) G(G) 0.50 7 0.50 __..1 ---24" dia.grate equivalent Grate Wen Coeffioers(typical vitae,2 15-3 60) C.(G)-•, 2.41 I W — ~ Grate Onfice Coeffluenl(typical vane,060-0 80) C.(G) 0.07 •T _ _• L=sgrt(PIxR=) Curb Opening Motmation MINOR MAJOR _ergtn of a Unit Curb Openng Le ICI'' WA —1 .__ .-..._ it leaf L=sgrt(3.14x 12) r legit of Vertical Curbpa Onrg in Ind.. Rees. NJA +•.•.. .•�eatt.e L & _ 1.77' Hegel m of Curb Orifice Tleoet Inches Ne s.1-- "WA I -- ruches W A*of Throat(sae USDCM Pptae ST-5) Theta=[t^�_ N/A j � degrees Side Width for Depressbn Pan(typically the gutter width of 2 feel) We= N/A I (feel pe Clogging Factor fora Single Cud)Onng(typical value 0 10) Cr(C)= WA WA Curb Opening Weir Coefficient(typo!value 23.3 6) C.(CI= +N/A __-_- Curb Opening Office Coen (Nprcal vane,060-070) Ce(C)_Officeffi N/A MINOR MAJOR Total Inlet InWceptlon Capacity(assumes clogged condition) Qe= 1.e I 3.3 !OR law C.apactiv-5 COQ?'.'r MM'u':out MAO,St.wos'aD PC AR; laPENMoeeeo' 1.8�, 3.3 !cts • • • DD-Inlet y3.00 DP-3.sk,Inlet In Sump 11/7/2011,3:14 PM INLET IN A SUMP OR SAG LOCATION Project■ Platte Valley Firs Station II" mist ID a Design Point 4 H_van — Lo(GI peslm Inforrnatlsn(Input) MINOR MAJOR Type of Peet Inlet 1 ype:: CDOT 1 you C Grate Local Depression(additional to continuous gutter depression'a'Irorn'O-AtIOW) d.... 0 00 , :mates Number of Unit Inlets(Grate or Curb Open g) No=' 1 i Flow Depth outside of Local Depression at Intel flow Depth=( 31 I 4.1 ._...(inches Grate Infonnalbn MINOR MAJOR Length of a Unt Grate Le(G)=f 2.92 .�_ !feel Warrnny JAvdth of a Unt Grate We= 2 92 feet Area Openng Rats)for a Grate(typical values 0.1549o) A"1°= 0 70 _. M Cbggllg Factor for a Strgla Grate(Tow*vMue 0.50.0.70) Cr(G)= 0.50 0.50 Grate Weir Coeffictert(typist!vale 215.3.00) C.(0). 2.41 -- Grate Onfice Coefficient(ryplcal value 0.60.0.00) C.(C)= 0.87 _ Curb Opening Information MINOR MAJOR _ Length of a Ural Curb Opavng Le(C)= WA _-_jfeet Haight of Vertical Curb Openng in(rates H..r= WA I ches Height of Cub Orifice Moat In Inches Hw.r=1 WA I —lInClpa Angie of Throat(see USDCM Fgrra ST-5) Theta.L, WA T !Ogress i Side Map"for Depresson Pan(Iyplc ey 010 gutter seen of 2 feel) We=L=L.._. NIA ._ !feat Clogpng Factor for a 5eg6 Cub Openng(Mo.cal value 0 10) C,(C)=I N/A N/A Curb Openrg Wee Coenraers(typcal vale 2.33 6) C.(C)_ WA ' Cuo Opening Orifice Coerac4ne(typical vale 060-0.70) Ce(C)=t WA I MINOR MAJOR Total Inlet Interception Capacity(assumes clogged condition) Q.=1'� 0.4 -1-----ii----ids bet Cap.rc4y IS G00010.Moor 3n..1 Maio,Woos(>0 PEAK u'. O EENI.Eoa _a'1 - 0.4 -� i 0.9 sofa • • UD-Inlet v3.00 OP-4.4s,Wet In Sump 111712011,3:15 PM { INLET IN A SUMP OR SAG LOCATION Project- Platte Valley Fire Station • Inlet ID= Design Point 6 t._ v—„,, __r- _-. -0 W10) Marlon IMonnatbn(Inoue MINOR MAJOR ',De of Inlet Ir4el Type= COOT Type R Curb Opening Local Depression(additional to continuous weer depression'a'from'O-Abd) ac,u= 3.00 inches Number of Lint Inlets(Grate or Crab Openrg) No= 1 Flow Depth outwit*of Local Depression et Met Flow Depth= 3.4 3.9 mores Grate Information ,..............MINOR........,..__MAJOR.----, Length of a Unl Grate Le)G).' NIA ......_ ibis* Width of a Unit Gale Wo=f......_..-WA._.... !feel Area Deering Ratio fora Grate(typical values 0 15-0 90) Arco.. N/A Clogging Factor for a Sings Grate(typical vats 0 50-0 70) Cr(G1=r NIA NIA ! Grate War Coefficient(Nina,value 2 15-360) Ca(G) N/A Grate Orifice Coelfeenl Itypcai value 060-0 601 Ce(G)=I NIA • Curti Opening Infonnetbn MINOR MAJOR rengih ofaDie Cub O Lii(C)= P•ren9 .............r Meet . ._.. .... r ,. •Height of Vertical Curb Opening in Inches •,=1 500 600 _Imam Wm-'..,'Heigh)of Cub Orifice Tleoat'n loom Homo= 6-00 r. —.,- !inches Angle of Throat(see VSUCM Figure ST-5) Theta=) 63!40 i _;oproea Side Width for Depression Pan Byway the gutter web of 2 feel) We= 2.00 1 'feet Clogging Factor fore Sirgb Cut Opefli g(typical value 0.10) Ct(C)• 0.W 0.10 Curb Opening War Coefficient(typical value 2.3-3 6) C.IC)• ____3.60 _ ____ Curb Opening Orifice Coefficient(typical rate 0.60-0.70) Ce(C)= 0.67 MINOR MAJOR Total Inlet Interception Capacity(assumes clogged condition) Q. 0.e I 1.1 IOUIntel Cap.:eV'S GOOD ter Minot And Meim ntonns{>Q PEAR• Q vice.,rro,+to=, 0.5 ) ..-1.1 Ids Yunnan I Cnnwiiss:t'•-Mrod r nut A:rlte:.d d.....,,:lni'met Mtn sPocif eo III III Up-Inlet V3.00 DP-6.tds,Inlet In Sump 1117/2011,3:19 PM I INLET IN A SUMP OR SAG LOCATION 1 • Project Station Platte Valley Fire ... ._ Inlet D c -- Design Point 7 —+ Kb K`Je,t �. -- 0 Design Information(Input.) MINOR MAJOR 1 Type or Inlet Inlet Type=' CDC)T Tyvu R Cu-b Opnoirg Local Oepresslon(additional to continuous gutter Depression'a'from'O-Alawl aa..,_ 3 OC -nc:nes Nunber of Ord Insets(Grate or Curb Ooenrg( Flow Depth outsell/of local Depression at Inlet Flow Depth L_. 59 _ 48 -I-(c+es Orate Information MINOR MAJOR Length of a Unil Grate I.IG).0� .....N/A �.T—.....--- (feet ._.... ' Width of a Urvt Grata W.j NIA feet _ Area Opening Ratio for a Grate(typical values 0 15-0 90) A,m• N/A Clogging Factor for a Single Grate(typical value 0.50-0 70) Cr(G)_ N/A NIA__ Grate Weir Coeftiaera(typical value 2.15-3 60) C.(0)_ WA- —I Curb Grate Orifice Coeflicierl(typical value 0.60-0 80) Cv(G)zn N/A —^— Curb Opening Information MINOR MAJOR Length of a lint Cub Opening L.IC)_ 500 __ iflial Wanrrng 1 Height of Verbrai Curb Opening in Inches K.=—500 +-.— eYJW Warnarg 1 HeIgN of Cub Oldies Throat in Inches Kowa-L 600 inches Angle of Tlroal(see USDCM Figure ST-5) Theta-I 63 40 (degrees Side mom for Depress,on Pan(typically the gutter width of 21ee9) W..1_, r 200 -feel Clogging Factor for a Slrple Gat Opening(ypical value 0 10) C.(C)_4 0.10 I 0.10-T� Curb Ocenrg Wee Coefficient(typical value 23-3 6) C.ICI., 360 i Curb Opening Onfae Cus+hcrent(typical vest 060-0 701 C.IC).I.-.. 0 67 .... MINOR __MAJOR _ Total Inlet Interception Capacity(assumes clogged condition) Q.' 1.1 2.4 'Cis Iriq,r r.rnar:vv IS WOO he M.n».vna Ma)o,Sloa,tt 11.13 FLAK, Or,reraruuero'i 1.1 - 23 fiefs h'ammo' (',mv:..J:I:site.e.:0,MI a ryprcJ.,1.1Nrftsat1 err obi type specfir.t • 0 UD-Inlet_v3.00 DP-7.xls,Inlet In Sump 111712011.3:21 PM 00o C=717 d0 c! r C' ❑• a w co 0) N N O 0' Um 2o C O 3 8g • a37 m> �O > N N rg 2N^ N gel CN y E≥ -"o T C N E C O m I O E W IT N N a Uo EC `o0- .C-7_ • N O TO— Y� 0 �.^_ m P-?- O vv N F 5 P P N n m t0 N 000 J P P M N O in .l W v E W N_ p m i.___ N co N N N CO LO CI 1/40 1 I+1 b > T V O P N rvt of P U > E O uCI) CO in P Ln Na. 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I y ii Q- Et iee ## Z o2 um aJ . , - • Worksheet for Basin B4 Ditch Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.030 Channel Slope 0.50 % Left Side Slope 4.00 ft/ft(H:V) Right Side Slope 4.00 ft/ft(H:V) Discharge 5.80 ft3/s Results Normal Depth 0.86 ft Flow Area 2.96 ft' Wetted Perimeter 7.10 ft Hydraulic Radius 0.42 ft Top Width 6.89 ft Critical Depth 0.67 ft Critical Slope 1.97 % Velocity 1.96 fVs • Velocity Head 0.06 ft Specific Energy 0.92 ft Froude Number 0.53 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.86 ft Critical Depth 0.67 ft Channel Slope 0.50 % Critical Slope 1.97 % Bentley Systems,Inc. Haestad Methods Sclfslitlap6kt.Master Vol(SELECTseries 1) [08.11.01.03) • 11/7/2011 4:10:51 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 • AProlecr. I� p Subjece gefeN}i�t( find BYO for v,.ae S H Date By SEH„. Checked by Date _____._____ Office'. Fle# Sheet No D ��<,%��, e � ,,�� /46if;,a! V, 2 Spa✓r� ,e 9 3. 3, q1��Pm f;d;. rite; C, ✓et a% el ii-7/41,2-14,-.-1, lie tc.440�/� ea .‘ ct /. S 7tivnes stAe 24/.4/use' S4v'e l -/oof- tree boa-Ar U5e, C;�y ICo�nni f of /2o, 2.; 'a., A CO41/1d3S 4/&44 roe-yr 2iLL- f� f call/ (r,., aeca"ti ra „• � ;r rare fled � rc we v�, r� a.11 P/✓1 �I5r�nJ CoGt� f./? I roe- 5� �'L a/eve/a/ nit f Ve- = 15 x / (rer-j,29 x A : re 4 --, CCI) afa,"v Gri+en7 h)4fkfin/ T, ?de /), • x..'perViddb YleSS reY-1 5a% 2-93- 55 / 3, i2 � �� _ �15z 59'. 3./ - Z,9 ) 4z.97 = 3.o Alcd- +0 adjust (ow^ De dive✓ NZ +o 16 Arse/ 5. 7,-n, /00y, 2Y4rsfar>n = 3.0 • 2. '/07 yr = /5 z;y°z) 4.8`x] = A 2_a6 , - ri STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA DETENTION (STORAGE) • lowest point in the detention vault. The outlet pipe(s) shall discharge into a standard manhole or standard inlet or into an open drainageway with erosion protection. If an orifice plate is required to control the release rates, the plate(s) shall have a hinge on one side to open into the detention pipes to facilitate back flushing of the outlet pipe(s) and be firmly bolted or secured to the wall to prevent leakage around the edges. 13.6.4 Maintenance Access Access easements to the detention facility shall be provided in accordance with Figure 13.6. Maintenance access designs shall take into consideration Occupational Safety and Health Administration (OSHA) requirements for confined space entry. 13.7 Design Standards for 100-year Runoff Retention Ponds 13.7.1 Allowable Use A retention facility (a pond with a zero release rate or a very slow release rate when a trickle outflow can be tolerated) is used when there is no available formal downstream drainageway, or one that is grossly inadequate. When designing a retention facility, the hydrologic basis of design is difficult to describe because of the stochastic nature of rainfall events. Thus, sizing for a given set of assumptions does not ensure that another scenario produced by nature (e.g., a series of small storms that add up to large volumes over a week or two) will not overwhelm the intended design. For this reason, retention ponds • are strongly discouraged as a permanent solution for drainage problems. They have been used in some instances as temporary measures until a formal system is developed downstream. When a retention pond is proposed as a temporary solution to an evolving drainage problem, the pond shall be sized to capture, as a minimum, the runoff equal to 1.5 times the 24-hour, 100-year storm plus 1- foot freeboard. The facility also shall be situated and designed so that when it overtops, no human- occupied or critical structures (e.g., electrical vaults) will be flooded, and no catastrophic failure at the facility (e.g., loss of dam embankment) will occur. Retention facilities shall be as shallow as feasible to encourage infiltration and other losses of the captured urban runoff. A minimum infiltration drawdown of the volume in 72 hours will be required for all retention ponds. If this volume cannot be infiltrated within this time frame, a secondary outlet must be designed to provide additional releases from the pond. 13.7.2 Calculation of Retention Volume The standard methodology described below in Equation 13.1 and Table 13.4 shall be used for calculating the required volume for retention. The intent of this methodology is to provide a simple, reasonable calculation without compromising Denver's policies for public safety and welfare. • 01/2006 DET-10 City and County of Denver STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA DETENTION (STORAGE) • V,= l.5x [(retl 12)xAJ (Equation 13.1) where: V,= Volume of retention pond in acre-feet reh= Effective rainfall (from Table 13.4) in inches A = Area of development in acres Table 13.4 Required Retention Rainfall % Impervious Effective % Impervious Effective Rainfall (ran) Rainfall (ref) 35 2.56 70 3.54 40 2.70 75 3.68 5 2. 4 80 3.82 50 2.98 85 3.96 55 3.12 90 4.10 60 3.2 95 4.24 65 3.40 99 4.35 • The proposed site development plan shall be used to determine the percent imperviousness value for use in Table 13.4. The effective rainfall for retention is based on the 100-year, •ur rainfall obtained from the NOAA Atlas. The average value for Denver is considered to be 4.8 inches. The effective rainfall was extrapolated using CUHP to obtain an effective value based on si e •evelopment characteristics. No reduction in volume will be allowed for pond infiltration during the storm event. 13.7.3 Design Standards for Retention Ponds Design standards for retention ponds must comply with specific site development, flood proofing, site investigation and physical design considerations, as described below. 1. Site Development: The total development site area must be accounted for when planning for the retention of stormwater runoff. Provide grading for the entire site development to drain to the retention pond. Any off-site basins that historically flow through the site must be provided flow routes around the site and returned to the natural drainageway. Colorado state law maintains that "a property within a natural drainageway is subservient to the historic drainage from upper lands." Off-site drainage cannot be excluded if there is no other discharge location to be used; therefore, in volume calculations, include all off-site drainage basin areas that cannot otherwise be rerouted around the development and returned to the natural drainage path. • 01/2006 DET-11 City and County of Denver • STAGE-STORAGE SIZING FOR POLYGONAL,ELLIPTICAL,OR IRREGULAR PONDS Project: Platte Valley Fire Station Basin ID:Retention Pond Volume Ps" `\W PR*k Sl SYR2 _ Da k3M, r �� -.;------ >---w----- nn CCKt ) 5 4� ' L < i sit Sir2 rSW!** L L Design Information(Input): Check Pond Sha e Width of Pond Bottom.W = ft Right Triangle OR Length of Pond Bottom,L = ft Isosceles Tnangle OR Dam Side-slope(H:V).Z0 = IVft Rectangle OR Circle!Ellipse OR Irregular (Use Ovende values in cells 032.052) MINOR MAJOR Storage Requirement from Sheet'Modified FAA' acre-ft. Stage-Storage Relationship: Storage Requirement from Sheet Hydrographl acre-h. Storage Requirement from Sheet'Full-Spectrum' , acre-ft. Labels Stage Side Pond Pond Surface Surface Volume Surface Volume Target Volumes for W OCV,Minor, Slope Width at Length at Area at Area at Below Area at Below for W OCV,Minor. &Major Storage (H:V) Stage Stage Stage Stage Stage Stage Stage 8 Major Storage Stages ft ft/ft ft ft ft° ft User ft' acres acre-ft Volumes Below El. ... Overde .i_.. 4606.80 50 0.001 0.000 4607.00 4.00 0.00 0.00 845 89 0.019 0.002 4608.00 4.00 0.00 0.00 2.657 1,840 0.061 0.042 4609.00 4.00 0.00 0.00 5,096 5,717 0.117 0.131 4610.00 4.00 0.00 0.00 8,991 12,761 0.206 0.293 4611.00 4.00 0.00 0.00 12,665 23,589 0.291 0.542 4612.00 4.00 0.00 000 16,543 38,193 0.380 0.877 4613.00 4.00 0.00 0.00 20,624 56,776 0.473 1.303 • 4614.00 4.00 0.00 0.00 24,937 79.557 0.572 1.826 206 46193/ 2 -__- 4615.00 4.00 0.00 0.00 30,566 107,309 0]02 2.463 46 16.00 4.00 0.00 0.00 41,053 143,118 0.942 3286 4N/A 8N/A 4N/A 4N/A #N/A . 4N/A 4N/A AN./A #N/A #N/A #N/A /MIA .... 4N/A 811/A #N/A 4N/A 4N/A 4N/A MCA 4N/A 4N/A OVA #NIA 4N/A #N!A 4N/A #N!A 4N/A 4N/A #N/A 4N/A OVA *NIA 4N!A #NIA 4N/A 4WA , #N!A 4N/A 4WA 4N/A , #WA 4N/A 4WA #N/A 4WA 4N/A #N/A 414/A 4N/A #N/A 4N/A 4N/A , , 4N/A #N/A _ __. #N/A 4N/A 4N/A 4N/A 4N/A 4N/A 4N/A 4NIA 4N/A 4N/A 4N/A • UD Detention 2.2-PVF.As,Pond 11/712011,3.51 PM • Broad Crested Weir - Emergency Overflow Project Description Solve For Headwater Elevation Input Data Discharge 30.30 fl'/s Crest Elevation 4616.10 ft Tailwater Elevation 4615.80 ft Crest Surface Type Gravel Crest Breadth 4.00 ft Crest Length 15.00 ft Results Headwater Elevation 4616.87 ft Headwater Height Above Crest 0.77 ft Tailwater Height Above Crest -0.30 ft Weir Coefficient 2.99 US Submergence Factor 1.00 Adjusted Weir Coefficient 2.99 US Flow Area 11.55 ft' Velocity 2.62 Ws • Wetted Perimeter 16.54 ft Top Width 15.00 ft Bentley Systems,Inc. Haestad Methods SdMitYf6ILLMtaster Val(SELECTseries 1) [08.11.01.03] • 11/7/2011 4:12:48 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 No1una$NoD rmmd unun LO l✓ I � aoaioN >[AYAHOIH sn • ili ,__ 111 IIEu�� .— ------ _ A \ I L -,-- A e �� V v , , p}9 E ,, i E h 2x3 �E itv /l -' G r C3¢ i RyI €y la[p'ld:i !i f 1 /y� f beA d 3e"edY ;If } ` , ifs � � �ll e� f Ikk�,orA 7 i! li hi !li g!lig! d°zl 9 1 it :t .. a d g dui\ SrAde s I 1N it ? r i ; , „, ,„7„.„, g. a AAVV ,pi �� CPC 9 @ II P §I @g y$I �.bE hi a P IF ,1111gi 1. p eg 8y� 1 l!� ,e� I a a a5 ;� PB A\�, PI i al i , s nd - �,l e �, ' .tom J4..! g � �ty� C5 _u,-; d: I,q a / _;. ...—S"� 6 is as � I : , j —gal 1 inlli i i i_ii i duiiimi / x 3R E i_ ./..... 3cP 2 ki oP • r /'j IS9 { � ' / p4ke ¢ 4 4 I N0LLDf1NtSN0D .- I endW319SJUd3S D L so N0i 1,_ "" O L J ammonium— ili is OE e J I .2 —e 1 H a, n - 's 3g IC8 �r / e __. 4 s II 6 II ee 'x oLorw _ E 3 i I a vgg I • R I ;h?2 � Y : �� ,� \ Jill: : i e rAl :177: r d "�I ..₹€ eS& } „p • \ ‘, / - _, / , _, . . „i „. , . , 4; 5 8 \ _. 02 yg,2! 4 9 ids jg.ye•y DI @@ - ga 3ea a8 Oh ECy�!Sg Sdy� ;§,g; e fli!:. :9: 10 g 8 e 0 9 7 6 s8 e3�'»4 '§'aa8 a '.'ti a s •8 a 5 - n ° i6 0 h^ s8 e X8 §a se ds a s4H 3 13 a R o 7 // iI epN�kt11! 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