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Home My WebLink About1.04 Drainage Study• DRAINAGE STUDY FOR THE CERISE RANCH SUBDIVISION GARFIELD COUNTY, COLORADO HCE JOB NUMBER: 99054.01 Prepared for: Wintergreen Homes Art Kleinstein P.O. Box 978 Avon, CO 81620 REVISED 4/1/00 January 26. 2000 Eric P. Tuin, E.I. p0 REG/ S O� EANNti • e 32981 Leslie A. Hope, P.E. 923 Cooper Avenue Glenwood Springs, CO 81601 phone 970 945-8676 • fax 970 945-2555 14 Inverness Drive East, Ste B-144 Englewood, CO 80112 phone 303 925-0544 • fax 303 925-0547 • • • TABLE OF CONTENTS PAGE INTRODUCTION 1 MAJOR OFF-SITE BASINS 1 HYDROLOGY 1 DRAINAGE PLAN 1 SUMMARY 2 BEST MANAGEMENT PRACTICES 2 DRAWINGS: Vicinity Map 8-1/2" x 11" S.C.S. Map 8-1/2" x 11" Flood Insurance Rate Map 8-1/2" x 11" Off Site Drainage Basins 11"x17" On Site Basin Map 11"x17" Debris Flow Mitigation Plan 11"x17" APPENDIX A: Input for SCS TR55 and HEC -1, and Calculations for Off-site and On-site Basins APPENDIX B: Calulcations from SCS TR55 for all basins APPENDIX C: HEC -1 Output for Blue Creek and Basin 2 APPENDIX D: Calculations for Blue Lake PUD on the Blue Creek Basin. APPENDIX E: Drainage Study by Zancanella and Associates APPENDIX F: HEC -RAS Results for Proposed Floodplain by Zancanella & Assoc. • INTRODUCTION The proposed Cerise Ranch Subdivision is located in Garfield County, Colorado, west of El Jebel. The proposed residential development is approximately 301 acres subdivided into 68 single family lots. with 14 lots allowing Accessory Dwelling Units. See the enclosed map for the site location. MAJOR OFF-SITE BASINS The major drainage basin which passes through this project is the Blue Creek Basin. The basin originates about five miles north of El Jebel, flows through Spring Park Reservoir, and down Blue Creek to the south. The drainage turns a right angle crossing Cattle Creek Road and continues west through Blue Lake Subdivision, Dakota Subdivision, and on to Cerise Ranch. The Creek also exits Cerise Ranch through a culvert that crosses Highway 82 and finally empties into the Roaring Fork River. The Roaring Fork River is not adjacent to the project. It is located to the south and approximately 40' in elevation below the site. HYDROLOGY The hydrologic methods for this study are outlined in the Soil Conservation Service publication • Procedures for Determining Peak Flows in Colorado (1980) and the SCS TR -55. HEC -1 was also used to check flows on the Blue Creek Basin and Basin 2. Although a portion of the off- site basins are above 8000 feet in elevation and will have spring snow melt runoff; peak on-site flows will be derived primarily from rainfall since the site is below 8000 feet in elevation. Therefore, the storm drainage system should be adequate to handle on-site spring snow melt runoff. • DRAINAGE PLAN The stormwater runoff from this site will be, in general, unconcentrated sheet flow on the proposed lots and runoff from the road, which will be captured by roadside ditches. The 10, 25 and 100 year flows from the site are provided in the Appendix. The basins to the north of the site are not developed and consist of steep slopes with Pinyon and Juniper trees scattered throughout. Basins 2, 3 and 4 have a potential for debris flow due to the steep slopes and lack of vegetation. For this reason the structures in these basins were oversized to reduce the impacts of a debris flow event. The entire area of Basin 2 was not calculated for potential debris flow since only the area that is steep would produce debris. The upper mesa has flatter slopes and more vegetation such as pasture and rangeland. The area of Basin 2A was determined to be the debris area. The flow for the entire Basin 2 was routed through Basin 2A, which was bulked to account for the debris, the resulting peak flow was then used for the design of the structures. 1 • • • Runoff from the lots will follow historic drainage patterns or proposed channels within drainage easements. Detention for this site is not necessary due to the type of soils and vegetation that exists on the site and the close proximity to Blue Creek. Also, detention will not be necessary because of the small amount of development that will actually occur on the site versus the large open areas that will be left undisturbed. Each lot is also going to have an irrigated lawn which will further improve the runoff condition from the site after development is complete. Culverts are proposed at the low points in the proposed roads to carry flows from off site basins. Calculations for the culverts are based on the flow in each basin above the culvert for the 25 year storm unless the basin has potential for debris flow, the culvert was then sized to carry the debris flow. The locations of the culverts and the general flow patterns are also shown on the Grading Plan submitted separately. For the potential debris flow basins the structures were sized based on the 100 year event with a bulking factor of 2.0 to account for the debris that may be carried with the storm. The culverts and channels will carry the bulked flow for all the debris flow basins. The flow will enter the roadside ditches in all locations. The roadside ditches will also convey the debris flow to the proposed culverts, and channels will carry the flow to the proposed ditch which is past any building envelopes. The ditch is not sized for flows of this size, but the ditch and the land below is in open space that cannot be developed. If an event of this size were to occur the flow would most likely overtop the ditch and flow into Blue Creek. The individual lot owners will have the responsibility of protecting their houses from the debris flow by constructing a combination of channels and/or berms to divert the flow to their lot line, and into the roadside ditches. SUMMARY The storm water runoff from this site will generally follow the same route as it has historically, with all the drainage flowing to Blue Creek. The Grading and Drainage Plan for the Cerise Ranch Subdivision includes a variety of drainage improvements, all designed to work together to mitigate the expected impacts on the site and surrounding areas. The floodplain for the proposed condition was mapped for the existing and proposed development conditions. The two floodplains very just slightly on the site, and the proposed development should have no adverse impact on the adjacent properties. BEST MANAGEMENT PRACTICES The treatment practices used on Cerise Ranch consists of primarily source controlled facilities. With source control, the treatment of the stormwater is located near the source of the potential pollutants. Cerise Ranch is also practicing Best Management Practices (BMP) to minimize the potential pollution sources. One of the BMP's is the practice of minimizing directly connecting impervious areas (DCIA's). DCIA's concentrate runoff quickly, which results in larger peak runoff rates. DCIA's also do not encourage treatment of the stormwater. However, using grass - lined swales, instead of curb and gutter, helps reduce the pollutant loading being flushed 2 • • • downstream. It encourages filtration and percolation prior to being discharged to the receiving water. The Urban Storm Drainage Criteria Manual' recommends using the grass -lined swales as elongated detention basins containing the water quality capture volume. Grass -lined swales "provide sufficient travel time so as to encourage the removal of suspended solids before runoff leaves the site."' The maintenance of the treatment facilities will be the responsibility of the Cerise Ranch Homeowners Association. During construction activities, the contractor will be responsible for keeping the treatment facilities working properly. The requirements of the contractor during construction are generally outlined on the grading plan (submitted separately). Included in these requirements are installing silt fences at the toe of constructed slopes and staking hay bales in strategic locations in the ditches. During construction in Blue Creek silt fence should be installed along the banks of the creek to help remove mud and debris that will enter the creek. These structures should be checked and cleaned after storm events to reduce adverse impact to users of the creek downstream. There are several areas of wetlands on the Cerise Ranch. These areas will be staked and fenced off prior to construction activities to reduce the impact to the wetland and the contractor will not be allowed to use these areas for material storage, stock piling or equipment storage. The contractor will not be allowed to drive on or otherwise impact wetlands that are not included in the Nationwide Permits for this project. The roadside ditches will need to be checked and serviced monthly during the spring, summer and fall and after major storm events to remove large debris and trash. All of the roadside ditches will need to be mowed when the height of the grass is over approximately 6 inches in length. One of the sources of sediment is from erosion around houses. Concrete pads are recommended at the downspout of roof drains. This will reduce one of the sources of excessive sediment. Also, cleaning of construction vehicles should not be done in close proximity to the infiltration facilities. Generally, these vehicles contain fine sediment that can clog the system. During the winter months, sand is applied to the roads for protection. This should only be used when necessary. The ditches will need to be cleaned in the spring to remove the deposits from the winter months. The proposed Cerise Ranch is including a variety of best management practices to mitigate potential water quality issues. The key elements to the effective functioning of the water quality structures are proper and regular maintenance of the facilities. The maintenance will rest in the hands of the Homeowners Association. By providing them with education on how the proposed facilities work and a maintenance schedule, the water quality system will be able to function efficiently. 'Urban Storm Drainage Criteria Manual, Volume 3 - Best Management Practices. Denver. Colorado. September 1992. 3 • • • 29 CERISE RANCH SITE ZONE h134 6296 tO. ZONE G'/' 6328 33 ZONE B ZONE B / ZONE B 6364 OENVE4 AND la PANOE wrsrrim ZONE A3 FLOOD INSURANCE RATE MAP COMMUNITY PANEL # 080205 1880 B FIGURE 3 HIGH COUNTRY ENGINEERING, INC 923 COOPER AVENUE GLENWOOD SPRINGS, CO 81601 (970) 945-8676 VICINI TY WINTERGREEN HOMES GARFIELD COUNTY CERISE RANCH DRAINAGE STUDY 1" = 2000' DES. SOE CK. JDH DR. DJW DATE 1/5/00 FILE NO. 99054.01 SHE -1T OF CERISE RA • Catherine o4ti'G •/ 'Mulford Bl= \ • i • TES ////ff'://'/' NCH SI % 66G { 3 ly X09 U 45 O VICINITY MAP FIGURE 1 HIGH COUNTRY ENGINEERING, INC. 923 COOPER AVENUE GLENWOOD SPRINGS, CO 81601 (970) 945-8676 VICINITY WINTERGREEN HOMES GARFIELD COUNTY CERISE RANCH DRAINAGE STUDY 1 = 2000' DES. SCE CK. £H DR. [LW DATE I/5/00 FLE NO. S-EET 99054.01 GF • SCS SOILS MAP FIGURE 2 HIGH COUNTRY ENGINEERING, INC. 923 COOPER AVENUE GLENWOOD SPRINGS, CO 81601 (970) 945-8676 VICINITY WINTERGREEN HOMES GARFIELD COUNTY CERISE RANCH DRAINAGE STUDY 1" = 2000' DES. SOE CK. JDH DR. DJW DATE 1/5/00 FILE NO. 99054.01 SHEET Or Project Job No. C??0,c:itEL By 7).31'J Date Ck'd by Subject -1-_)7r,q- Page Date IVf "-Typg LI* 32/ p 3S 38 sc_P Empgbkiwo - inot,_a? Colas-rbx - 1'n biz) (LP 115 eu_E- - rpr P KELL- cYZE- - T7 6 923 Cooper Avenue • Glenwood Springs, CO 81601 Telephone: (970) 945-8676 • Fax: (970) 945-2555 • i s r • i >z /• l ICCC n p,� .. �`e, 14 ;J f t") I fr co , r ..-5Q ios. \/.- .-.__.n o n z 1, J r' • / A TION A V t' 0 'I S 1/ o1.0 WINTERGREEN HOMES GARFIELD COUNTY, COLORADO CERISE RANCH OFF-SITE DRAINAGE BASINS MOH COUNTRY ENGINEERING, INC. 923 COOPER AVENUE GLENWOOD SPRINGS. CO 81601 PH.(970) 945-8678 F1((970) 945-2555 DES. EPT NO. DATE REVISION BY DR. EPT CK. DATE 1-28-00 FILE: VICINITY 141. O :v 1,1 N WINTERGREEN HOMES GARFIELD COUNTY, COI OkADO CERISE RANCH DEBRIS FLOW MMGAT1ON PLAN nemrcier'o HKi1 COUNTRY ENGINEERING, INC. 923 COOPER AVENUE GLENWOOD SPRINGS, CO 81601 PH.(970) 945-8676 FX(970) 945-2555 DES. EPT DR. EP CK. DATE FILE: I-26-00 DRAIN NO DA IF Id VISION 8Y (4.")i �.. ;:» I/1 111 1 7 ,t //' / /. / 1�//l/,/1/ % •'/ i1 r d 1 s 1 '� 1 f\':',.); ' a' j'r- J • �.� ,Y / I f 15 . C„ #' i, .,:• .,..;\I ( i ! I ,, ii -' i`(y.1/4 �I11) if ;� ;/. l \ 1 ; ('/� �\` - ,'/ /1) l) l) t m. _IL 3 -Ty mei ,,, k.,.) c -iii i� g . __, •( 1( i ( \ \I_ r 11 r\._:_i,_ c,"/ 1 1-1---: I I ( '1t \ � ,-f '••, �' ; '1 1 ? ! \\ i'r ((1)j l / % 1 / ' iJ ' ,. ( J it jI // �.. J �r t l.. ):)y11./171 I,// f 7/ ' i` ‹- /11(1\V/f/ i ( % 11/!f. /r } ('?4')'/) •C1f1 //1(( / rte rf TI o = rn WINTERGREEN HOMES GARFIELD COUNTY. COLORADO CERISE RANCH DEBRIS FLOW MI11GA11ON PLAN cwru r HIGH COUNTRY ENGINEERING; INC. 923 COOPER AVENUE GLENWOOD SPRINGS, CO 81601 PH.(970)945-8676 FX. (970) 945-2555 1 m 0 m z 0 v 21V DS 31HdV iJ • DES. EPT NO DA 1E DR. EPT CK. DATE 1-26-00 FILE: DRAIN RE VISION 8Y • 0 APPENDIX A Input for SCS TR55 and HEC -1, and calculations for off site and on site basins. • Project CeAiSe PANGN Job No. ,9) 5 4.01 By ept Date I/20/0 Ck'd by 1 --PA. Date Subject ✓fel,. (3d� Page 1 of Frr \\kC I of �, E PCE.K Sas Rim. \SGS 4vAt -MS-7 ACRES 11. 0 souove r tt e3 e.JcAt...c l: TcR o Lec, of vJAT((` CEr<ssL MCN AFAR t.1/2„4,/ 8a 1-44,NtrS+ : 6350 ' k) : 414) %Q ' o' +ype per SCS Svfuey 1\siOrolO 6pzo- G - Prrd: , ,\,t o Sags 6, a►, 3(1, 3s, 43t 3! `-) 5-) (8) 19, `I9,. 6.9., 109 u'{, M, 87,475 1061 109 14,ii5 1 c - Code+opa AN +ro bos ASsoc,Q}:w. 143, 44 - Fortelle - grw>nS\-v Cvwele'' 3,,4,(o,9,Sokq - AeREF A1w,y r/lUrval YAMP0 - LuA,,,\. /8-19 - 5'.,t \ vvl 1 Cloy Io X13 -- 1�On � (1Uy IOA \ �c AK\ ( clay louw' .l.sn.�...1�?. re'v\ t\w-pA- MeWoct - Ceorc‘c c - r 4 ick\ LUSS .OUM}rk,✓, 1 J \eC – \IPt ,e*r►c. i 'Siert 'OKI( ,4) L.GAM – 1-it,rcJ\ic. Cov4oc-k;0$./ bare. cj r - 4ctvv. FP( for \Ier kiosn — Wer1tvv-t5 C Fr UC -'o ..t..1/0 90 SvL�� ( sir care = O .5"- } 5} Sc,v\cl,l (oAAN =O. , 35 = O,S 3° — I0 4 4-1•as - 0, 0.31 90 3,5 k FRUM ey-to _or - Drca;vu 1 j�.. MAhuu 6r 5CS Curve.. Nv"vo" tx4s Q.nTE coca 3.51 -k O.a Mar 'cum O.7Q 10 Vol 1 923 Cooper Avenue • Glenwood Springs, CO 81601 Telephone: (970) 945-8676 • Fax: (970) 945-2555 • Project CeA'P-PsNCh Job No. 9905'1.01 By CPV Date Ck'd by tAU Date Subject one Page of Prec; w.' C31.1e Cree4c_ S�5iv IOOyr -,aLikAr 50 y.r - at y..hr- = ay� - aM hr = a.a„ IU yr - 1 .8d 5r - ay Hr = 1, 6', y „ ayr - � y \nr = I, a --> 100'eR 50 Yr •R5 `(r - IU `(r S`Cr 42 Yr c51 6,63ect cLixa5: Ps O 4/4 k 0,755 QQ.. Ni r NOAA o,494 fi 0,755 RP,3;U,,.hr 3 hr 100 hr 100`;8-3 hr I (6 `i R 100 YR ,� _ 1. 66 =0,3,-11(.. 6-) 0,659iILr) -0,564 (ON) + 0,g31(tLr) 1.78' 1.85" - E Co Tc,W geWE Xt ayr (olnr = ay.r.".a'i1Ar 1�3 = 100vr. ) = loo yr a Hr t.3" —;� �� , P, It; NO AA lub1-e Ia , P i5 NoM 100 - (0 wN.;.. 100 4R iv\ 0 0,}..y\ 1,66 4 0 = 0,95' �a.b '' 0...?.1 = 1'31 923 Cooper Avenue • Glenwood Springs, CO 81601 Telephone: (970) 945-8676 • Fax: (970) 945-2555 • Project Ceri5e_ (4.16n Job No. 1V0 -Lo By ecr€ Date ()[00 Ck'd by Lr',c-\ Date Subject 'OCTAiirnP Page 3 of C3 Cretk 1,vNAc 0F Cc7.^(e0AnNICHN.-, \r 7 O,00087 LF " fC°° /C 7 )at z tiV7 7mE CN For 5:05 0 0 -(Pec- / 30% cyoved CattA oe Gross CN -.7:79we*,Aect foe -twit is/ c 5 -- 1650(/ ---- 0, ocoV (Liq 9G0)" t c —CRS =r SC(..; Q.01 - 1, 9co y °'5 lcicn r (0°0 scAs 3.67,o /341f7 (3,0) 0,5 L: LA4)(-'.‘,d/1(4.Vit(.. WCYC Y 4QC? byod Skr, 3, s )c,.s t1/4100 Cv .3 )0'5 L= 1,95r - - ro Rc-A>cr 5 CQ,co lAcc t v.) ( 1-161 ers Qs& Mc Cra,, Se5 PtAt 10% ef$ 11Z5-5- OT\-\ CR Sroptc5 SI IA tc Lac, CQ. Ron\ \Ay tiv.c limakysis • *e.191f, rilettod 138R Cc5 as 893 d4WAS cicm4.5 cr 5 C:2,0 70r- 1-1 cc -5 0 0 923 Cooper Avenue • Glenwood Springs, 00 81601 Telephone: (970) 945-8676 • Fax: (970) 945-2555 Project CEIME- i?JCH Job No. 9906' 9. O ( By ept Date 1/4C0 Ck'd by LP \ Date Subjectl�c4 c1 jQ Page 9 of DATA fi 1-255 T eAoviw, 6 yoviag-Gt:;h /0 ¥r CvEAJT� 1,e = wy 960 F+ Mme.= 70 7 A c CN 7 4 4E = 9000 - C3so /Cso, 0. AiVI.c.403 = - 100 y.r RAS% v" \P heck CAJ -? -Bas‘ h3 17, 400 037 H (f i. q,,Cra r' 25 1.r.Q.11.-.l..Q.. F` A _ �qt-10 - (?so Slee O, b G3 G F+ ac = I oqo B 5011.5 r ic5- ty - ()hop e r sI,hi\y eve.(Sac)e / ‘Al/ PfwGC veil, A F 4d% SAGi_/3 f\55 SO C"us'A '7Aer, 2 SCS 7ec,« cf,r,35 C --� SU `k ms pz-t. %6(05 S - ?c )c) CCrotA CN= 6, 7 (jvncrd CN = G 1.1 7000 - C3So 65o )(4e = Q, a 7 F+(f1 AREA _ 95-1 Act Tc : = 0, 10 ►�.,,� 1 pe ?C7 50A5 — 1 05+(f --uy,,peA(Grass /1kt,livve 50 c70 Qovex CA/ -G7 - 7 0 ,QE- QQ S (opt Afc Ct I = CxWeAci t( SAAAf CN 7'8Q - O. 7.04( s• 6.350 (t 8 o' 923 Cooper Avenue • Glenwood Springs, CO 81601 Telephone: (970) 945-8676 • Fax: (970) 945-2555 Project CF1fiSe R ‘1 Job No. c)90514, 0 k By Eel- Date 11 9400 Ck'd by LAa Date Subject Drc& 'o e Page 5 of .ASh 94 - rG = 69,3 AC 3aGb` be F tow . F CN : C7 - 6.800 - = 0,16 F4 (F4 - )LK/"sues 35U = 0),y Fur ‘.,t (.5 - 81, cF-s CUjV[RTS Ps�v\ a : Q to = a cF5 C�aS 6 +�ckhrt,1 Q,e� Balk ct \0'1 .2.o 3G" ° ^'' p -( L33 Lia" CMP W1 !wit) v (-‘14 ft) 1.4 .58cF5 , = 33, 9 e13 Q_,w = I a5 CF5 755 - L+5cFsa 6..5ccs} 90CF5 C.uer - 1 <O' 70 CFS PIvc Creek '•Ic . ;s..u. Q..1Ge \loT • ' t G 7 ('Fs Comer 1.4 — occ 1_..+.........L03.6cF5 ' 14Ef SC.5 VG. 1 - 7 CO cFj - LK_ 4 cc 6 uc+y by E;rc - w. tt A'moo c („ft,t< c"'` C0 v«i v,N 5 G c*r, Nvatacc ro EV(C)e y R4.1 e Gaft=,e+cl Cc,,,,kowea 0,yCo I te.....eq.+ ; 5 Ley oa 4 Loc} 1-QcA\ (03, (78 �qyA t y,05C,c \, ?49 57 �.1.. - Q.,oa Cwa,'t. y F 0-6 7. 373 rF 8/0 cF5 Fvc t v2. Creek Cross. 4,45s 1(4 CFS 4- 3 =:..9 4' c E5. \oela i prtrzcN RPe = 71"V-17'' .. 923 Cooper Avenue • Glenwood Springs, CO 81601 Telephone: (970) 945-8676 • Fax: (970) 945-2555 • Project l en'hc CV\ Job No. 9945 4.01 By ept Date t 25/oo Ck'd by 1_PA Date Subject ►7raI V'ucne. Page �c of T KF•t;w, - • Lis•, 3-q 5O,/AC- tC • 'f5:?e4...3 fur C,A vest=4 Calc1/4.Ici4\ur\S — $Cs T E ;i + 4E x;C' - 6354 = 6'fN' f. 1(.1,1 (r+4.) - aO I ‘ = Q,•3R "(if - 6 , S w,,n = nion,"oyrck `�t'L. — - ecck fkk+�s v�. Colaraab '^ 5 = 19 , 3 Cf- 5 " aif' CMP 1•a -- 4E ?Q- 6,26 a0,6 AC (chi LecAy 1686' 0;5- = 5.8 ig5 I S "4 c_ ,..A' k = 0,3 • AC. = 7000 - G371.0 = �9.a AC +(f 1 Nevi P6 Po.,) le�,r� = (4601' �`.� : 0,38 "Ift 025- : 6 3 cry Ib" cd C' N uW( 33 F-- QFkr-SED -A 700Q - “90 3s, 5 RC F 0.3 Le, 16,56' TC = O, - e4c-v ,ecj, k Gas = 10. I c F5 TV 0 �, N;w (� : L7 5 = 0,37 F41f4- I,iaS' CO'4 er • y - Q95 = c),( CFS, Q,00 IAhA JG'q low pcAc4sca\ , L)X a\A"cis tr.A9 ? Nwiir, _ CQ = g..Cps C3Aca (1 aa.8 ccs PC) NA., Q. l LS 4 015 by debr. Co?er 5 MSF 923 Cooper Avenue • Glenwood Springs, CO 81601 Telephone: (970) 945-8676 • Fax: (970) 945-2555 Project CrC'� QCT. Job No. 90S y (� By ePt Date 313610o Ck'd by Date Subject Dca,rcuu3e Page 6A of div, Q = tas,5 (IFSVG c+� o� A = 3 9 CFS oe r•1 "c)) -e,, LI SFS - a;,a C3JIk ncj FGccyr Tom\ Bch a (C,A.d -tiAtcyxp ait (fie kxckosc.pi ' _ 135 / c'5 e. S t, vJ o`^.red 6\rsu Awl if a rJ,,e• -70 c7i (MP la 0.1 vALFA/ -c- (,',V\0144-€\ r (,',`ncw4}€1 5 b�k�ow, 3 ‘ Goo= II CJI‘Jeri 0roo= CJkuer� .3 cF5 ZJ\1S VJy aa.‘ ."5 30'I APs . 139.1 ARC N. FS = 49 )c 33 ,op\.......a H I $ lopes OMPA 2 I -1:.r o for torts 1--\,,i/t) = r.1 a4" ba}� , d 4 II 1.+;� a3 s 1 <-5 �.0 CF5 aoiR 3� cFs 30 AD5 -N a a'a" CaT �4 )\/ Fur C.3ek)r;5 i.g 3' icy:, CO tit' ioo = ,9Q,8 ccs c e.14r,S N,15erva},,re AO of 41,‘,"s Gs,n c,.Ock) (J - Covrtr.kotArg F (vw b y4 J5 e -# e, -‘3 +0 V) e t) \k )/ Q 0 For Debrt5 S. 6 c Fs CUlt)trk = 36 " A65 N -la 1.3 V (1, l' CCver-) CV ►."1 24 �,d- et,•, 30 (n;ci\f\ , a;1 sloes 923 Cooper Avenue • Glenwood Springs. CO 81601 Telephone: (970) 945-8676 • Fax: (970) 945-2555 Project Cori5e 0"jcVN Job No. Vo5L-1.0 By frit Date 112610o Ck'd by Date Subject ZratvlOt/e Page 7 of pcsE/4-0/ . A r) r\ 4•44,S -s 6'57a. LI 4 .2'1' p.m+ A 55 voli Avc0,6,i ::. (1,7 • 3Q Li Ivec. Hoop s.r* )6' W,Ide I s,934,c Auc (4,6e mi. y mpew c...-\) 5 3000 S. I, I O0 Loide Art, ci /L -c+ 4-0?C 0 S. f• t-INC44vN t co 3F CN ck slt 30 )f5 Ac fc,;( AL r\n d Fi vok awc. Pp54vre I RANGje(04 A I GO 4iere5 5:7% - 4 dr 50.10 - -7 k,oeed (oe 68 Loks 4' S3 POSI 34:0 I ie` 25zg 4_ 68 63, e 4- ucu-..e/o-svek,,c.1/4 8.i c AC — LALM AfP" 361,5 5- P48 61 ..#A, 69 ;rtgek‘k.vs 44:PL - DThh7Ci Fc Tj ST.T.0 A) NUmP,E CoR Thrm, AN ive_peLy 7-1.K._ SA44 E_ 4410 THE ..t-FCERk.=-4CF- "INC- AVOrrIC.44 Or 6-RT75 Axh- isAAJDApec. ThE GITE ec4,4 b.r17(14 NCCf-S9Rs(TF C irtbq Ca_rrrj E. 5.7c—Aji r_r 0A4 -r„ /WAS. L. -4r c.c. ft 923 Cooper Avenue • Glenwood Springs, 00 81601 Telephone: (970) 945-8676 • Fax: (970) 945-2555 • • cr)uJz DIAMETER OF CULVERT STANDARD C STRUCTURAL PLATE C. M. 10,000 8,000 6,000 5,000 4,000 3,000 2,000 1,000 800 600 500 400 300 (1) u. 200 EXAMPLE 0.36 inches (3.0 feet) 0.66 ef s NW* HW D (feet) (1) 1.8 5.4 (2) 2.1 6.3 (3) 2.2 6.6 "I) in feet 100 - , 8Q - 60 --e.-/' ..-••• 4o p.,__ ,.,i, - „-.- 36 3.G ---i4 ScALE ENTRANCE 1.--D TYPE BUREAU OF PUBLIC ROADS .JAN. 963 20 (1) Headwall. (2) Mitered to conform q2j to slope 10 (3) Projecting 8 6 5 4 1.0 • To use scale (2) or (3) project horizontally to scale (1), then use straight inclined line through 0 and 0 scales, or eeeeeee as illustrated. 5-25 CHART 5 (2) (3) 2. 3 1.5 HEADWATER -7 _ —. — .6 —1.0 —.7 —.6 HEADWATER DEPTH FOR C. M. PIPE CULVERTS WITH INLET CONTROL kl 0 • • • 1perchan.txt Channel Calculator Given Input Data: Shape Trapezoidal Solving for Depth of Flow Flowrate 70.0 cfs Slope 0.0100 ft/ft Manning's n 0.0280 Height 36.0000 in Bottom width 60.0000 in Left slope 2.0000 ft/ft Right slope 2.0000 ft/ft Computed Results: Depth 18.7498 in Velocity 5.5139 fps Flow area 12.7 ft2 Flow perimeter 143.8515 in Hydraulic radius 12.7082 in Top width 134.9990 in Area 33.0 ft2 Perimeter 220.9969 in Percent full 52.0827 % Critical Information Critical depth 17.8447 in Critical slope 0.0121 ft/ft Critical velocity 5.9032 fps Critical area 11.9 ft2 Critical perimeter 139.8041 in Critical hydraulic radius 12.2139 in Critical top width 131.3790 in Specific energy 2.03 ft Minimum energy 2.23 ft Froude nnmher 0.9151 Flow condition Subcritical Page 1 • • r 24INWCHAN.TXT Channel Calculator Given Input Data: Shape Trapezoidal Solving for Depth of Flow Flowrate 70.0 cfs Slope 0.0100 ft/ft Manning's n 0.0280 Height 36.0000 in Bottom width 24.0000 in Left slope 2.0000 ft/ft Right slope 2.0000 ft/ft Computed Results: Depth 24.3585 in Velocity 5.6908 fps Flow area 12.3 ft2 Flow perimeter 132.9347 in Hydraulic radius 13.3245 in Top width 121.4342 in Area 24.0 ft2 Perimeter 184.9969 in Percent full 67.6626 % Critical Information Critical depth 23.2877 in Critical slope 0.0122 ft/ft Critical velocity 6.1331 fps Critical area 11.4 ft2 Critical perimeter 128.1459 in Critical hydraulic radius 12.8256 in Critical top width 117.1509 in Specific energy 2.53 ft Minimum energy 2.91 ft Froude n»mber 0.9100 Flow condition Subcritical Page 1 3J »/Cd • • • debchan.txt Channel for debris flow basin Channel Calculator Given Input Data: Shape Solving for Flowrate Slope Manning's n Height Bottom width Left slope Right slope Computed Results: Depth Velocity Flow area Flow perimeter Hydraulic radius Top width Area Perimeter Percent full Trapezoidal Depth of Flow 194.0 cfs Arlval 0.0100 ft/ft 0.0280 36.0000 in 60.0000 in 2.0000 ft/ft 2.0000 ft/ft Critical Information Critical depth Critical slope Critical velocity Critical area Critical perimeter Critical hydraulic radius Critical top width Specific energy Minimum energy Froude number Flow condition Page 1 31.3476 in 7.2633 fps 26.7 ft2 200.1908 in 19.2127 in 185.3905 in 33.0 ft2 220.9969 in 87.0767 % 30.9196 in 0.0106 ft/ft 7.4155 fps 26.2 ft2 198.2767 in 18.9998 in 183.6784 in 3.43 ft 3.86 ft 0.9739 Subcritical 3I310° 13A I CF5 • • • CHANB3B.txt CHANNEL FOR BASIN 3-B BULKED FOR DEBRIS Channel Calculator Given Input Data: Shape Trapezoidal Solving for Depth of Flow Flowrate 23.0 cfs Slope 0.0100 ft/ft Manning's n 0.0280 Height 24.0000 in Bottom width 24.0000 in Left slope 2.0000 ft/ft Right slope 2.0000 ft/ft Computed Results: Depth 14.5699 in Velocity 4.2777 fps Flow area 5.4 ft2 Flow perimeter 89.1585 in Hydraulic radius 8.6839 in Top width 82.2795 in Area 12.0 ft2 Perimeter 131.3313 in Percent full 60.7078 % Critical Information Critical depth 13.4223 in Critical slope 0.0141 ft/ft Critical velocity 4.8531 fps Critical area 4.7 ft2 Critical perimeter 84.0264 in Critical hydraulic radius 8.1219 in Critical top width 77.6893 in Specific energy 1.50 ft Minimum energy 1.68 ft Froude n»mher 0.8517 Flow condition Subcritical Page 1 3f3 ii0O • • • B3C-CHAN.txt CHANNEL FOR BASIN 3-C DEBRIS FLOW Channel Calculator Given Input Data: Shape Trapezoidal Solving for Depth of Flow Flowrate 32.0 cfs Slope 0.0100 ft/ft Manning's n 0.0280 Height 24.0000 in Bottom width 24.0000 in Left slope 2.0000 ft/ft Right slope 2.0000 ft/ft Computed Results: Depth 17.0315 in Velocity 4.6597 fps Flow area 6.9 ft2 Flow perimeter 100.1674 in Hydraulic radius 9.8725 in Top width 92.1262 in Area 12.0 ft2 Perimeter 131.3313 in Percent full 70.9648 % Critical Information Critical depth 15.8735 in Critical slope 0.0135 ft/ft Critical velocity 5.2074 fps Critical area 6.1 ft2 Critical perimeter 94.9883 in Critical hydraulic radius 9.3159 in Critical top width 87.4939 in Specific energy 1.76 ft Minimum energy 1.98 ft Froude number 0.8686 Flow condition Subcritical Page 1 B4 chann.txt • 3! CHANNEL FOR BASIN 4 DEBRIS FLOW Channel Calculator Given Input Data: Shape Trapezoidal Solving for Depth of Flow Flowrate 46.0 cfs Slope 0.0100 ft/ft Manning's n 0.0280 Height 30.0000 in Bottom width 24.0000 in Left slope 2.0000 ft/ft Right slope 2.0000 ft/ft Computed Results: Depth 20.1456 in Velocity 5.1143 fps Flow area 9.0 ft2 Flow perimeter 114.0941 in Hydraulic radius 11.3519 in Top width 104.5826 in Area 17.5 ft2 Perimeter 158.1641 in Percent full 67.1522 % Critical Information Critical depth 19.0052 in Critical slope 0.0129 ft/ft Critical velocity 5.6206 fps Critical area 8.2 ft2 Critical perimeter 108.9937 in Critical hydraulic radius 10.8127 in Critical top width 100.0206 in Specific energy 2.09 ft Minimum energy 2.38 ft Froude number 0.8875 Flow condition Subcritical Page 1 3 by • • • MINDEBCHAN.txt ROADSIDE DITCH CAPACITY FOR DEBRIS FLOW AREAS MAX DEBRIS FLOWRATE = 46 CFS Channel Calculator Given Input Data: Shape Trapezoidal Solving for Flowrate Slope 0.0100 ft/ft Manning's n 0.0280 Depth 24.0000 in Height 30.0000 in Bottom width 0.0000 in Left slope 2.5000 ft/ft Right slope 2.5000 ft/ft Computed Results: Flowrate 50.5 cfs <----MEETS BULKED Velocity 5.0510 fps DEBRIS FLOW Flow area 10.0 ft2 REQUIREMENTS Flow perimeter 129.2440 in FOR MINOR BASINS Hydraulic radius 11.1417 in Top width 120.0000 in Area 15.6 ft2 Perimeter 161.5549 in Percent full 80.0000 % Critical Information Critical depth 22.9118 in Critical slope 0.0128 ft/ft Critical velocity 5.5421 fps Critical area 9.1 ft2 Critical perimeter 123.3841 in Critical hydraulic radius 10.6366 in Critical top width 114.5592 in Specific energy 2.40 ft Minimum energy 2.86 ft Froude number 0.8905 Flow condition Subcritical Page 1 411loo • • APPENDIX B Calculations from SCS TR55 for all basins • • • • blue-all.txt TR -55 Tabular Hydrograph Method Input Summary Description CERISE RANCH OFF-SITE Rainfall Distribution Ia/P Interpolation Total Area BASIN 1 - BLUE CREEK 10 YEAR Type II Peak Time Peak Flow Given Input Data: On 7057.0 ac 13.6000 hrs 427.3 cfs Subarea D/S Subareas Description Area (ac) CN Tc (hrs) Tt (hrs) Rainfall (in) 80 BLUE CREEK 7057.0 TR -55 Tabular Hydrograph Method Input Summary Description CERISE RANCH OFF-SITE BASIN 1 - Rainfall Distribution Ia/P Interpolation Total Area Peak Time Peak Flow Given Input Data: 74 2.0000 0.0000 1. wwq, TCCor SCS P ort BLUE CREEK 25 YEAR Type II On 7057.0 ac 13.6000 hrs 873.9 cfs Subarea D/S Subareas Area Description (ac) CN Tc (hrs) Tt (hrs) Rainfall (in) 20 BLUE CREEK 7057.0 TR -55 Tabular Hydrograph Method Input Summary Description CERISE RANCH OFF-SITE BASIN 1 - Rainfall Distribution Ia/P Interpolation Total Area Peak Time Peak Flow Given Input Data: 74 2.0000 BLUE CREEK 100 YEAR Type II On 7057.0 ac 13.6000 hrs 1382.2 cfs 0.0000 Subarea D/S Subareas Area Description (ac) CN Tc (hrs) Tt (hrs) Rainfall (in) 60 BLUE CREEK 7057.0 Page 1. 74 2.0000 0.0000 Mag 2. 2. BASIN2A-100. TXT • TR -55 Tabular Hydrograph Method Input Summary Description CERISE RANCH OFF SITE BASIN 2A - 100 YR Rainfall Distribution Type II Ia/P Interpolation On Total Area 69.8 ac Peak Time 12.1000 hrs Peak Flow 33.9 cfs Given Input Data: Subarea D/S Subareas Area Description (ac) CN Tc Tt Rainfall (hrs) (hrs) (in) BASIN 2A 0 Support Data: • • 69.8 67 0.1000 0.0000 2.6 Page 1 • • • BASIN3-all.TXT TR -55 Tabular Hydrograph Method Input Summary Description CERISE RANCH OFF SITE BASIN 3 - 10 YR Rainfall Distribution Type II Ia/P Interpolation On Total Area 95.5 ac Peak Time Peak Flow Given Input Data: 12.1000 hrs 9.3 cfs Subarea D/S Subareas Area Description (ac) CN Tc Tt Rainfall (hrs) (hrs) (in) BASIN 3 95.5 67 0.1000 0.0000 1.80 TR -55 Tabular Hydrograph Method Input Summary Description CERISE RANCH OFF SITE BASIN 3 - 25 YR Rainfall Distribution Type II Ia/P Interpolation On Total Area 95.5 ac Peak Time 12.1000 hrs Peak Flow 23.1 cfs Given Input Data: Subarea D/S Subareas Area Description (ac) CN Tc Tt Rainfall (hrs) (hrs) (in) BASIN 3 95.5 67 0.1000 0.0000 2.20 TR -55 Tabular Hydrograph Method Input Summary Description CERISE RANCH OFF SITE BASIN 3 - 100 YR Rainfall Distribution Type II Ia/P Interpolation On Total Area 95.5 ac Peak Time Peak Flow Given Input Data: 12.1000 hrs 46.4 cfs Subarea D/S Subareas Area Description (ac) CN Tc Tt Rainfall (hrs) (hrs) (in) BASIN 3 95.5 67 0.1000 0.0000 2.60 Page 1 • • • BASIN4-all.TXT TR -55 Tabular Hydrograph Method Input Summary Description CERISE RANCH OFF SITE BASIN 4 - 10 YR Rainfall Distribution Type II Ia/P Interpolation On Total Area 99.2 ac Peak Time 12.2000 hrs Peak Flow 4.2 cfs Given Input Data: Subarea D/S Subareas Area Description (ac) CN Tc Tt Rainfall (hrs) (hrs) (in) BASIN 4 99.2 64 0.1900 0.0000 1.80 TR -55 Tabular Hydrograph Method Input Summary Description CERISE RANCH OFF SITE BASIN 4 - 25 YR Rainfall Distribution Type II Ia/P Interpolation On Total Area 99.2 ac Peak Time 12.2000 hrs Peak Flow 9.9 cfs Given Input Data: Subarea D/S Subareas Area Description (ac) CN Tc Tt Rainfall (hrs) (hrs) (in) BASIN 4 99.2 64 0.1900 0.0000 2.20 TR -55 Tabular Hydrograph Method Input Summary Description CERISE RANCH OFF SITE BASIN 4 - 100 YR Rainfall Distribution Type II Ia/P Interpolation On Total Area 99.2 ac Peak Time Peak Flow Given Input Data: 12.2000 hrs 22.8 cfs Subarea Description D/S Subareas Area (ac) CN Tc Tt Rainfall (hrs) (hrs) (in) BASIN 4 99.2 64 0.1900 0.0000 2.60 Page 1 • • • BASIN2-ALL.TXT TR -55 Tabular Hydrograph Method Input Summary Description CERISE RANCH OFF-SITE BASIN 2 - 10 YR Rainfall Distribution Type II Ia/P Interpolation On Total Area 1513.0 ac Peak Time 13.2000 hrs Peak Flow 24.3 cfs Given Input Data: Subarea D/S Subareas Area Description (ac) CN Tc Tt Rainfall (hrs) (hrs) (in) BASIN 2 1513.0 64 1.1935 0.0000 1.80 TR -55 Tabular Hydrograph Method Input Summary Description CERISE RANCH OFF-SITE BASIN 2 - 25 YR Rainfall Distribution Type II Ia/P Interpolation On Total Area 1513.0 ac Peak Time 13.2000 hrs Peak Flow 57.9 cfs Given Input Data: Subarea D/S Subareas Area Description (ac) CN Tc Tt Rainfall (hrs) (hrs) (in) BASIN 2 1513.0 64 1.1935 0.0000 2.20 TR -55 Tabular Hydrograph Method Input Summary Description CERISE RANCH OFF-SITE BASIN 2 - 100 YR Rainfall Distribution Type II Ia/P Interpolation On Total Area 1513.0 ac Peak Time 13.2000 hrs Peak Flow 125.5 cfs Given Input Data: Subarea D/S Subareas Area Description (ac) CN Tc Tt Rainfall (hrs) (hrs) (in) BASIN 2 1513.0 64 1.1935 0.0000 2.60 Page 1 B1A-ALL.txt • Or\ -SITE TR -55 Tabular Hydrograph Method Input Summary Description ON SITE BASIN 1-A - 10 YEAR Rainfall Distribution Type II Ia/P Interpolation On Total Area 35.5 ac Peak Time 12.1000 hrs Peak Flow 4.0 cfs Given Input Data: Subarea D/S Subareas Area Description (ac) CN Tc Tt Rainfall (hrs) (hrs) (in) 80 • BASIN 1-A 35.5 68 0.1000 0.0000 1. TR -55 Tabular Hydrograph Method Input Summary Description ON SITE BASIN 1-A - 25 YEAR Rainfall Distribution Type II Ia/P Interpolation On Total Area 35.5 ac Peak Time 12.1000 hrs Peak Flow 10.1 cfs CPS'EP Given Input Data: Subarea D/S Subareas Area Description (ac) CN Tc Tt Rainfall (hrs) (hrs) (in) 20 • BASIN 1-A 35.5 68 0.1000 0.0000 2. Page 1 B3A-ALL.txt • ON-SSTE TR -55 Tabular Hydrograph Method Input Summary Description ON SITE BASIN 3-A - 10 YEAR Rainfall Distribution Type II Ia/P Interpolation On Total Area 50.5 ac Peak Time 12.1000 hrs Peak Flow 5.6 cfs Given Input Data: Subarea D/S Subareas Area Description (ac) CN Tc Tt Rainfall (hrs) (hrs) (in) 80 • BASIN 3-A 50.5 68 0.1000 0.0000 1. TR -55 Tabular Hydrograph Method Input Summary Description ON SITE BASIN 3-A - 25 YEAR Rainfall Distribution Type II Ia/P Interpolation On Total Area 50.5 ac Peak Time 12.1000 hrs Peak Flow 14.3 cfs v-\ Given Input Data: Subarea D/S Subareas Area Description (ac) CN Tc Tt Rainfall (hrs) (hrs) (in) 20 • BASIN 3-A 50.5 68 0.1000 0.0000 2. Page 1 B3B-ALL.txt • ON -SITE TR -55 Tabular Hydrograph Method Input Summary Description ON SITE BASIN 3-B - 10 YEAR Rainfall Distribution Type II Ia/P Interpolation On Total Area 20.6 ac Peak Time 12.1000 hrs Peak Flow 2.3 cfs Given Input Data: Subarea D/S Subareas Area Description (ac) CN Tc Tt Rainfall (hrs) (hrs) (in) 80 • BASIN 3-3 20.6 68 0.1000 0.0000 1. TR -55 Tabular Hydrograph Method Input Summary Description ON SITE BASIN 3-B - 25 YEAR Rainfall Distribution Type II Ia/P Interpolation On Total Area 20.6 ac Peak Time 12.1000 hrs Peak Flow 5.8 cfs 4--- SPS (`^ Given Input Data: Subarea D/S Subareas Area Description (ac) CN Tc Tt Rainfall (hrs) (hrs) (in) 20 • BASIN 3-3 20.6 68 0.1000 0.0000 2. Page 1 B3C-ALL.txt • TR -55 Tabular Hydrograph Method Input Summary Description ON SITE BASIN 3-C - 10 YEAR Rainfall Distribution Type II Ia/P Interpolation On Total Area 29.2 ac Peak Time Peak Flow Given Input Data: 12.1000 hrs 3.3 cfs UN -5r-r€ Subarea D/S Subareas Area Description (ac) CN Tc Tt Rainfall (hrs) (hrs) (in) 80 • BASIN 3-C 29.2 68 0.1000 0.0000 1. TR -55 Tabular Hydrograph Method Input Summary Description ON SITE BASIN 3-C - 25 YEAR Rainfall Distribution Type II Ia/P Interpolation On Total Area 29.2 ac Peak Time Peak Flow Given Input Data: 12.1000 hrs 8.3 cfs Subarea Description D/S Subareas Area (ac) CN Tc Tt Rainfall (hrs) (hrs) (in) 20 • BASIN 3-C 29.2 68 0.1000 0.0000 2. Page 1 • • • B2-100DEB.txt CALCULATION FOR DEBRIS FLOW ON BASIN 2 (BASIN 2 ROUTED THROUGH BASIN 2A (BULKED FOR DEBRIS)) TR -55 Tabular Hydrograph Method Input Summary Description CERISE RANCH OFF-SITE BASIN 2 - 100 YR DEBRIS FLOW Rainfall Distribution Type II Ia/P Interpolation On Total Area 1583.2 ac Peak Time Peak Flow Given Input Data: 13.2000 hrs 139.1 cfs Subarea D/S Subareas Area Description (ac) CN Tc Tt Rainfall (hrs) (hrs) (in) 0 0 BASIN 2 BASIN 2A 1443.2 64 1.1525 0.1377 2.6 BASIN 2A 140.0 67 0.1352 0.0000 2.6 Page 1 • • • Tabu 139.06 111.24 83.43 cu 0 55.62 L 27.81 0.00 11.00 14.00 17.00 20.00 23.00 26.00 Time — hrs ar Hydrograph Basin 2 and 2A (Bulked) for Debris Peck Pow 139.1 cfs — Time 13.2000 hrs B3b-100.txt • CALCULATION FOR DEBRIS FLOW ON BASIN 3B TR -55 Tabular Hydrograph Method Input Summary Description ON SITE BASIN 3-B - 100 YEAR Rainfall Distribution Type II Ia/P Interpolation On Total Area 20.6 ac Peak Time Peak Flow FS Given Input Data: 12.1000 hrs 11.3 cfs < 3I3(Jo0 *2.0 FOR DEBRIS = 22.6 C Subarea D/S Subareas Area Description (ac) CN Tc Tt Rainfall (hrs) (hrs) (in) 60 • • BASIN 3-8 20.6 68 0.1000 0.0000 2. Page 1 B3C100.txt • CALCULATION FOR DEBRIS FLOW ON BASIN 3C TR -55 Tabular Hydrograph Method Input Summary Description ON SITE BASIN 3-C - 100 YEAR Rainfall Distribution Type II Ia/P Interpolation On Total Area 29.2 ac 3'3 Peak Time 12.1000 hrs ,, Peak Flow 16.0 cfs 4— a•� Gr Aebf.t, 7:-�o� CFS Given Input Data: Subarea D/S Subareas Area Description (ac) CN Tc Tt Rainfall (hrs) (hrs) (in) 60 • • 100 BASIN 3-C 29.2 68 0.1000 0.0000 2. Page 1 • • APPENDIX C HEC -1 Output for Blue Creek and Basin 2 • Cerise.txt _HEC1 S/N: 1343001909 HMVersion: 6.33 Data File: C:\windows\TEMP\-vbh292B.TMP FLOOD HYDROGRAPH PACKAGE MAY 1991 VERSION 4.0.1E (HEC -1) * RUN DATE 01/27/2000 TIME 15:35:45 X X XXXXXXX XXXXX X X X X X X X X X XXXXXXX XXXX X X X X X X X X X X X X XXXXXXX XXXXX X XX X XXXXX X X X XXX ... Full Microcomputer Implementation by Haestad Methods, Inc. U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC -1 KNOWN AS HEC1 (JAN 73), HECIGS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973 -STYLE INPUT STRUCTURE. THE DEFINITION OF-AMSKK- ON RM -CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM LINE HEC -1 INPUT PAGE 1 ID 1 2 3 4 5 6 7 8 9 10 1 ID Blue Creek Basin 2 IT 30 20JAN00 1300 300 3 i0 5 2 4 KK BlueCR 5 KM Blue Creek Basin 81 Using SCS Curve Number Loss Rate Method 6 KO 22 7 BA 11.0 8 PH 100 11.0 .48 9 LS 0.70 74 5 10 UD 4.16 11 Z2 sion: 6.33 Data File: C:\windows\TEMP\-vbh292B.TMP • • FLOOD HYDROGRAPH PACKAGE (HEC -1) • • MAY 1991 • * VERSION 4.0.1E * + + * RUN DATE 01/27/2000 TIME 15:35:45 * Blue Creek Basin .95 1.66 1.78 1.85 2.0 2.3 2.6 3 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 2 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME NMIN IDATE ITIME NQ NDDATE NDTIME ICENT COMPUTATION DATA 30 20JAN 0 1300 300 26JAN 0 1830 19 MINUTES IN COMPUTATION INTERVAL STARTING DATE STARTING TIME NUMBER OF HYDROGRAPH ORDINATES ENDING DATE ENDING TIME CENTURY MARK INTERVAL 0.50 HOURS Page 1 HEC1 S/N: 1343001909 U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104• • • • • • • HMVer • Cerise.txt TOTAL TIME BASE 149.50 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 4 KK ************** * BlueCR 6 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 2 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.500 TIME INTERVAL IN HOURS STATION BlueCR (0) OUTFLOW 0. 100. 200. 300. 400. 500. 600. 700. 0. 0. 0. 0. 0. (L) PRECIP, (X) EXCESS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.2 0.8 0.4 0.0 DAHRMN PER 201300 10 201330 20 - 201400 30 - 201430 40 201500 50 - 201530 60 201600 70 _ 201630 80 201700 90 201730 100 201800 110 201830 120 201900 13.0 201930 14.0 L 202000 15.0 L. 202030 16.0 L. 202100 17.0 L 202130 18.0 _ L. 202200 19.0 _ L. 202230 20.0 202300 21 0 L L 202330 22.0 L. 210000 23.0 L 210030 24.0 L. 210100 25. 0 .LLLLLLLLX. 210130 26. 0 LLLLLLLLLLLLLLLLLLLLXXXXXXXXXX. 210200 27. O. _ LX 210230 28. 0 _ X 210300 29. 0 L 210330 30. 0 L 210400 31 0 L 210430 32. 0 L 210500 33. . 0 L 210530 34. . 0 L 210600 35. 0 L 210630 36. . 0 L 210700 37. O L 210730 38. 0 210800 39. 0 210830 40. 0 210900 41 0 210930 42. , 211000 43. , 0 211030 44. 0. 211100 45. 0 211130 46. 0 . 211200 47. . 0 211230 48. 0 211300 49. O. 211330 50. 0 . 211400 51 0 211430 52. 0 211500 53. 0 211530 54. . 0 211600 55. .0 211630 56. O. . 211700 57. 0 . 211730 58. 0 , 211800 59. 0 211830 60. 0 211900 61 0 211930 62. 0 212000 63. 0 212030 64. 0 Page 2 Cerise.txt 212100 65. 0 , 212130 66. 0 0 212200 67.0 212230 68.0 212300 69.0 212330 70.0 220000 71 0 220030 720 _ 220100 730 220130 740 220200 750 _ 220230 760 220300 770 220330 780 220400 790 , 220430 800 220500 810 220530 820 220600 830 220630 840 220700 850 220730 860 220800 870 . 220830 880 _ 220900 890 220930 900 221000 910 221030 920 _ 221100 930 221130 940 221200 950 221230 960 221300 970 221330 980 221400 990 221430 1000 221500 1010 221530 1020 221600 1030 . 221630 1040 221700 1050 221730 1060 221800 1070 , 221830 1080 , 221900 1090 221930 1100 222000 1110 222030 1120 222100 1130 222130 1140 , 222200 1150 222230 1160 , 222300 1170 222330 1180 , 230000 1190 , 230030 1200 230100 1210 230130 1220 . 230200 1230 230230 1240 230300 1250 . 230330 1260 230400 1270 230430 1280 230500 1290 , 230530 1300 . 230600 1310 230630 1320 230700 1330 230730 1340 230800 1350 230830 1360 230900 1370 230930 1380 231000 1390 231030 1400 231100 1410 231130 1420 , 231200 1430 231230 1440 231300 1450 231330 1460 231400 1470 231430 1480 231500 1490 231530 1500 231600 1510 231630 1520 231700 1530 231730 1540 231800 1550 , 231830 1560 _ 231900 1570 . •231930 1580 232000 1590 232030 1600 232100 1610 232130 1620 232200 1630 _ 232230 1640 232300 1650 232330 1660 Page 3 Cerise.txt 240000 1670 240030 1680 240100 1690 240130 1700 240200 1710 240230 1720 240300 1730 240330 1740 240400 1750 240430 1760 240500 1770 240530 1780 240600 1790 240630 1800 240700 1810 240730 1820 240800 1830 240830 1840 240900 1850 240930 1860 241000 1870 241030 1880 241100 1890 241130 1900 . 241200 1910 241230 1920 , 241300 1930 241330 1940 241400 1950 241430 1960 241500 1970 241530 1980 241600 1990 241630 2000 241700 2010 241730 2020 241800 2030 241830 2040 241900 2050 241930 2060 242000 2070 242030 2080 242100 2090 . 242130 2100 242200 2110 242230 2120 . 242300 2130 242330 2140 250000 2150 . 250030 2160 250100 2170 , 250130 2180 250200 2190 250230 2200 _ 250300 2210 250330 2220 250400 2230 250430 2240 _ 250500 2250 250530 2260 250600 2270 250630 2280 250700 2290 250730 2300 250800 2310 250830 2320 250900 2330 250930 2340 251000 2350 251030 2360 251100 2370 251130 2380 251200 2390 251230 2400 251300 2410 251330 2420 251400 2430 251430 2440 251500 2450 251530 2460 251600 2470 251630 2480 _ 251700 2490 251730 2500 251800 2510 251830 2520 251900 2530 251930 2540 , 252000 2550 252030 2560 252100 2570 _ 252130 2580 252200 2590 252230 2600 252300 2610 252330 2620 260000 2630 . 260030 2640 260100 2650 260130 2660 , 260200 2670 _ 260230 2680 Page 4 Cerise.txt 260300 2690 260330 2700 260400 2710 0 260430 2720 260500 2730 260530 2740 260600 2750 260630 2760 260700 2770 260730 2780 260800 2790 260830 2800 260900 2810 260930 2820 261000 2830 261030 2840 261100 2850 261130 2860 261200 2870 261230 2880 261300 2890 261330 2900 261400 2910 261430 2920 261500 2930 261530 2940 261600 2950 261630 2960 261700 2970 261730 2980 261800 2990 261830 3000 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE: 6 -HOUR 24-HOUR 72 -HOUR HYDROGRAPH AT B1ueCR ..* NORMAL END OF HEC -1 • • 647. 17.00 530. 217. 73. 11.00 Page 5 Bluescs2.txt 1-HEC1 S/N: 1343001909 HMVersion: 6.33 Data File: C:\windows\TEMP\-vbh1DOF.TMP FLOOD HYDROGRAPH PACKAGE (HEC -1) * MAY 1991 * VERSION 4.0.1E * RUN DATE 01/21/2000 TIME 09:15:37 * X X XXXXXXX XXXXX x x x x x x x x x xxxxxxx xxxx x x X x x x x x x x x x xxxxxxx xxxxx Full Microcomputer Implementation .. by }feasted Methods, Inc. .. — GReev, Arc ‘m {,\ - U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC -1 KNOWN AS HECI (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973 -STYLE INPUT STRUCTURE. THE DEFINITION OF-AMSKK- ON RM -CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS I5 THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM LINE 1 2 3 4 5 6 7 8 9 10 11 sion: 6.33 Data ID 1 2 3 NEC -1 INPUT PAGE 1 4 5 6 7 8 9 10 ID Blue Creek Basin IT 30 20JAN00 1.0 5 2 1300 300 KK B1ueCR KM Blue Creek Basin *1 Using Peak Flows Lag Calc. KO 22 HA 11.0 PH 100 11.0 .48 .95 1.66 1.78 1.85 2.0 2.3 2.6 LG 0.25 0.35 3.5 .31 5 UD 4.16 22 File: C:\windows\TEMP\-vbh1D0F.TMP • FLOOD HYDROGRAPH PACKAGE (HEC -1) * MAY 1991 * VERSION 4.0.1E , * * RUN DATE 01/21/2000 TIME 09:15:37 * Blue Creek Basin 3 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 2 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME NMIN IDATE ITIME NQ NDDATE NDTIME SCENT DATA 30 20JAN 0 1300 300 26JAN 0 1830 19 MINUTES IN COMPUTATION INTERVAL STARTING DATE STARTING TIME NUMBER OF HYDROGRAPH ORDINATES ENDING DATE ENDING TIME CENTURY MARK COMPUTATION INTERVAL 0.50 HOURS Page 1 -HEC1 S/N: 1343001909 U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 HMVer • • • Bluescs2.txt TOTAL TIME BASE 149.50 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT rra rrr rrr rrr rrr rrr lerIf rat ler. ... fa. ... .aa fr. +ler .ler ler• rrr rrr rrr rale **or rrr rrr rrr rrr rrr raa rrr rrr rrr rrr. rale 4 KK • B1ueCR .aaff farrfaff. 6 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 2 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.500 TIME INTERVAL IN HOURS STATION B1ueCR (0) OUTFLOW 200. 400. 600. 800. 1000. 1200. 0. 0. 0. 0. 0. (L) ?REM', (X) EXCESS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.2 0.8 0.4 0.0 DAHRMN PER 201300 10 201330 20 201400 30 _ 201430 40 - 201500 50 _ 201530 60 201600 70 201630 80 201700 90 201730 100 201800 110 201830 120 201900 130 201930 140 L. 202000 150 L. 202030 160 L. 202100 170 L. 202130 180 L. 202200 190 L. 202230 20.0 L 202300 21 0 0 202330 22.0 L 210000 23.0 L 210030 24.0 L 210100 25.0 . 7.7 t r LLLLL. 210130 26. 0 LLLLLLLL . 210200 27. 0 LL. 210230 28. 0 L. 210300 29. . L. 210330 30. 0 _ _ _ L 210400 31 0 L 210430 32. 210500 33. 210530 34. 210600 35. 210630 36. 210700 37. 210730 38. 210800 39. 210830 40. 210900 41 0 0 O 0 0 . L. .0 L. . 0 L. 0 L. 0 . L. L. 210930 42. 211000 43. 0 211030 44. . 0 211100 45. 0 211130 46. 0. 211200 47. 0 211230 49. 0 211300 49. 0 211330 50. 0 211400 51 0 O 211430 52. 0 211500 53. 0 211530 54. 0 211600 55. 0 211630 56. 0 211700 57.0 211730 58.0 211800 59.0 211830 60.0 211900 61 0 211930 62.0 212000 630 212030 640 Page 2 • • • Bluescs2.txt 212100 650 212130 660 212200 670 212230 680 212300 690 212330 700 220000 710 220030 720 220100 730 220130 740 220200 750 220230 760 220300 770 220330 780 220400 790 220430 800 220500 810 220530 820 220600 830 220630 840 220700 850 220730 860 220800 870 220830 880 220900 890 220930 900 221000 910 221030 920 221100 930 221130 940 221200 950 221230 960 221300 970 221330 980 221400 990 221430 1000 221500 1010 221530 1020 221600 1030 221630 1040 221700 1050 221730 1060 221800 1070 221830 1080 221900 1090 221930 1100 222000 1110 222030 1120 222100 1130 222130 1140 222200 1150 222230 1160 222300 1170 222330 1180 230000 1190 230030 1200 230100 1210 230130 1220 230200 1230 230230 1240 230300 1250 230330 1260 23C400 1270 230430 1280 230500 1290 230530 1300 230600 1310 230630 1320 230700 1330 230730 1340 230800 1350 230830 1360 230900 1370 230930 1380 231000 1390 231030 1400 231100 1410 231130 1420 231200 1430 231230 1440 231300 1450 231330 1460 231400 1470 231430 1480 231500 1490 231530 1500 231600 1510 231630 1520 231700 1530 231730 1540 231800 1550 231830 1560 231900 1570 231930 1580 232000 1590 232030 1600 232100 1610 232130 1620 232200 1630 232230 1640 232300 1650 232330 1660 Page 3 • • Bluescs2.txt 240000 1670 240030 1680 240100 1690 240130 1700 240200 1710 240230 1720 240300 1730 240330 1740 240400 1750 240430 1760 240500 1770 240530 1780 240600 1790 240630 1800 240700 1810 240730 1820 240800 1830 240830 1840 240900 1850 240930 1860 241000 1870 241030 1880 241100 1890 241130 1900 241200 1910 241230 1920 , 241300 1930 241330 1940 241400 1950 , 241430 1960 241500 1970 241530 1980 241600 1990 _ 241630 2000 241700 2010 241730 2020 241800 2030 241830 2040 241900 2050 241930 2060 242000 2070 , 242030 2080 242100 2090 _ 242130 2100 242200 2110 242230 2120 _ 242300 2130 242330 2140 _ 250000 2150 _ 250030 2160 250100 2170 , 250130 2180 250200 2190 250230 2200 250300 2210 250330 2220 250400 2230 250430 2240 250500 2250 250530 2260 250600 2270 250630 2280 , 250700 2290 250730 2300 _ 250800 2310 250830 2320 250900 2330 250930 2340 251000 2350 251030 2360 , 251100 2370 251130 2380 251200 2390 251230 2400 251300 2410 251330 2420 251400 2430 251430 2440 251500 2450 251530 2460 251600 2470 251630 2480 251700 2490 251730 2500 251800 2510 251830 2520 251900 2530 _ 251930 2540 _ 252000 2550 252030 2560 252100 2570 252130 2580 252200 2590 252230 2600 252300 2610 252330 2620 260000 2630 260030 2640 260100 2650 260130 2660 260200 2670 _ 260230 2680 Page 4 (�A Bluescs2_txt 260300 2690 260330 2700 •260400 2710 260430 2720 260500 2730 260530 2740 260600 2750 260630 2760 260700 2770 260730 2780 260800 2790 260830 2800 260900 2810 260930 2820 261000 2830 261030 2840 261100 2850 261130 2860 261200 2870 261230 2880 261300 2890 261330 2900 261400 2910 261430 2920 261500 2930 261530 2940 261600 2950 261630 2960 261700 2970 261730 2980 261800 2990 261830 3000 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES OPERATION PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF STATION FLOW PEAK AREA STAGE MAX STAGE_- 6 -HOUR 24-HOUR 72 -HOUR HYDROGRAPH AT B1ueCR 1036. 16.50 792. 263. 88. 11.00 *** NORMAL END OF HEC -1 ++* • • Page 5 Visual HEC -1 Graph MD 1E3 File Discharge (cfs) 1500 1000 500 Computed Hydrograph - BlueCR 11 1 1 11 \ 11 . .\ i 1 ...,..t_ 0 13:00 0400 111? 00 110:00 L1:00 115:00 17:00 [2:00 13:00 34:00 I Starting d atetti rn e (i nte Nal): 20.1,4 f1013 /13:00 (00:30) • • Basin2.txt =HEC1 S/N: 1343001909 HMVersion: 6.33 Data File: C:\HAESTAD\VHEC\RUNS\Basin2.txt • * FLOOD HYDROGRAPH PACKAGE (HEC -1) • MAY 1991 • + VERSION 4.0.1E * RUN DATE 01/21/2000 TIME 09:53:03 * X X XXXXXXX XXXXX X X X X X X X X X XXXXXXX xXXX X X X X X x x x x x X X XXXXXXX XXXXX X XX X XXXXX X x x XXX Fu11 Microcomputer Implementation by Haestad Methods, Inc. U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC -1 KNOWN AS HECI (JAN 73), HEC1GS, HECIDB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973 -STYLE INPUT STRUCTURE. THE DEFINITION OF-AMSKK- ON RM -CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM LINE ID 1 2 3 4 5 6 7 9 10 11 sion: 6.33 Data File: 1 2 HEC -1 INPUT PAGE 1 3 4 5 6 7 8 9 10 ID Blue Creek Basin IT 30 20JAN00 IO 5 2 KK Basin2 KM Blue Creek Basin KO BA 2.36 PH 100 11.0 .48 LG 0.25 0.35 3.5 UD 1.95 ZZ C:\windows\TEMP\-vbh3820.7MP 1300 300 111 Using Peak Flows Lag Calc. 22 • FLOOD HYDROGRAPH PACKAGE MAY 1991 VERSION 4.0.1E (NEC -1) RUN DATE 01/21/2000 TIME 09:53:03 3 I0 IT Blue Creek Basin OUTPUT CONTROL VARIABLES IPRNT 5 IPLOT 2 QSCAL 0. HYDROGRAPH TIME DATA NMIN IDATE ITIME NQ NDDATE NDTIME ICENT 30 20JAN 0 1300 300 26JAN 0 1830 19 COMPUTATION INTERVAL .95 1.66 1.78 1.85 2.0 2.3 2.6 .31 5 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE MINUTES IN COMPUTATION INTERVAL STARTING DATE STARTING TIME NUMBER OF HYDROGRAPH ORDINATES ENDING DATE ENDING TIME CENTURY MARK 0.50 HOURS Page 1 _HEC1 S/N: 1343001909 U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) 756-1104 • Basin2_txt TOTAL TIME BASE 149.50 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT *.* **. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** •*• *** *** *** *** 4 KK Basin2 * 6 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 2 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.500 TIME INTERVAL IN HOURS STATION Basin2 (0) OUTFLOW 0. 50. 100. 150. 200. 250. 300. 350. 400. 450. 0. (L) PRECIP, 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.2 0.8 DAHRMN PER 201300 10 , 201330 20 201400 30 201430 40 201500 50 ' 201530 60 201600 70 ' 201630 80 ' 201700 90 ' 201730 100 •201800 110 201830 120 201900 130 , 201930 140 ' 202000 150 . 202030 160 202100 17.0 ' 202130 18.0 ' 202200 19.0 ' 202230 20.0 , 202300 21 0 202330 22.0 _ 210000 23.0 ' 210030 24.0 ' 210100 25.0 ' 210130 26. 0 LLLLLLLL 210200 27. 0 ' 210230 28. 0 210300 29. _ 0 210330 30. 0 210400 31 0 210430 32. 0 • 210500 33. 0 210530 34. 0 210600 35. 0 210630 36. . 0 210700 37. O. 210730 38. 0 210800 39. 0 210830 40. 0 0. 0. (X) EXCESS 0.4 0.0 L. L. L. L. L. L. L. L L. L. L. LLLLLLLL. •• • •• LL. L. L. L. L L. L. L. L. L. L. 210900 41. 0 210930 42. 0 211000 43.0 211030 44.0 211100 45.0 211130 46.0 211200 470 211230 480 211300 490 211330 500 211400 510 211430 520 211500 530 211530 540 211600 550 211630 560 211700 570 211730 580 211800 590 211830 600 211900 610 211930 620 212000 630 212030 640 Page 2 • • • Basin2.txt 212100 650 2121.30 660 212200 670 212230 680 212300 690 212330 700 220000 710 220030 720 220100 730 220130 740 220200 750 220230 760 220300 770 220330 780 220400 790 220430 800 220500 810 220530 820 220600 830 220630 840 220700 850 220730 860 220800 870 220830 880 220900 890 220930 900 221000 910 221030 920 221100 930 221130 940 221200 950 221230 960 221300 970 221330 980 221400 990 221430 1000 221500 1010 221530 1020 221600 1030 221630 1040 221700 1050 221730 1060 221800 1070 221830 1080 221900 1090 221930 1100 222000 1110 222030 1120 222100 1130 222130 1140 222200 1150 222230 1160 222300 1170 222330 1180 230000 1190 230030 1200 230100 1210 230130 1220 230200 1230 230230 1240 230300 1250 230330 1260 230400 1270 230430 1280 230500 1290 230530 1300 230600 1310 230630 1320 230700 1330 230730 1340 230800 1350 230830 1360 230900 1370 230930 1380 231000 1390 231030 1400 231100 1410 231130 1420 231200 1430 231230 1440 231300 1450 231330 1460 231400 1470 231430 1480 231500 1490 231530 1500 231600 1510 231630 1520 231700 1530 231730 1540 231800 1550 231830 1560 231900 1.570 231930 1580 232000 1590 232030 1600 232100 1610 232130 1620 232200 1630 232230 1640 232300 1650 232330 1660 Page 3 Basin2.txt 240000 1670 240030 1680 240100 1690 240130 1700 240200 1710 240230 1720 240300 1730 240330 1740 240400 1750 240430 1760 240500 1770 240530 1780 240600 1790 240630 1800 240700 1810 240730 1820 240800 1830 240830 1840 240900 1850 240930 1860 241000 1870 241030 1880 241100 1890 241130 1900 241200 1910 241230 1920 241300 1930 241330 1940 241400 1950 241430 1960 241500 1970 241530 1980 241600 1990 241630 2000 241700 2010 241730 2020 241800 2030 241830 2040 241900 2050 241930 2060 242000 2070 242030 2080 _ 242100 2090 242130 2100 242200 2110 242230 2120 242300 2130 242330 2140 250000 2150 250030 2160 250100 2170 250130 2180 250200 2190 250230 2200 250300 2210 250330 2220 250400 2230 250430 2240 250500 2250 250530 2260 250600 2270 250630 2280 250700 2290 250730 2300 250800 2310 250830 2320 250900 2330 250930 2340 251000 2350 251030 2360 251100 2370 251130 2380 251200 2390 _ 251230 2400 251300 2410 251330 2420 251400 2430 251430 2440 251500 2450 251530 2460 251600 2470 251630 2480 251700 2490 251730 2500 251800 2510 251830 2520 251900 2530 251930 2540 252000 2550 252030 2560 252100 2570 252130 2580 252200 2590 252230 2600 252300 2610 252330 2620 260000 2630 260030 2640 260100 2650 260130 2660 260200 2670 260230 2680 Page 4 • • • 260300 2690 260330 2700 260400 2710 260430 2720 260500 2730 260530 2740 260600 2750 260630 2760 260700 2770 260730 2780 260800 2790 260830 2800 260900 2810 260930 2820 261000 2830 261030 2840 261100 2850 261130 2860 261200 2870 261230 2880 261300 2890 261330 2900 261400 2910 261430 2920 261500 2930 261530 2940 261600 2950 261630 2960 261700 2970 261730 2980 261800 2990 261830 3000 Basin2.txt OPERATION RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF STATION FLOW PEAK AREA STAGE MAX STAGE- 6 -HOUR 24-HOUR 72 -HOUR HYDROGRAPH AT Bas.n2 438.0 14.00 NORMAL END OF HEC -1 ••• 211.0 57.0 Page 5 19.0 2.36 • • APPENDIX D Calculations for Blue Lake PUD • • February 1, 1989 MEMO TO: Eagle County FROM: High Country Engineering, Inc. RE: Blue Lake Planned Unit Development DRAINAGE PLAN REVIEW HCE Job No. 8034.001 High Country Engineering performed a review of the hydrology by Mountain Engineering of the major basins that affect the Blue Lake development. Attached are notes and calculations related to a comparison of various methods that could be used to calculate peak flows from Blue Creek. The possible breach of the Spring Park Reservoir was deemed too unlikely to include per a letter to Eagle County from Mountain Engineering, dated June 13, 1983 (Item 7). The flow comparisons agreed well with the Mountain Engineering values for Blue Creek, and thus a 100 -year design value around 700 cfs. was adopted. The proposed channel cross section for Blue Creek has been revised to allow a more attractive and useful channel area. (See Street and Drainage Details sheet of the drawings.) The small channel section at the bottom will carry all usual Blue Creek flows, even up to (approximately) the mean annual peak flow. The 20:1 cross slope areas allow the _inclusion of a footpath and/or a utility line if necessary. The full channel cross section (approximately up to the lot lines shown) would only be utilized for an extreme event, and is sized for the expected 100 year flow. The two bridge structures shown are also sized to pass the 100 year event. Under existing conditions, it does not seem very likely that a large flow out of Blue Creek could reach the development. It appears that a large flow would overtop the existing channel just below the mouth of the basin, and continue southerly, without making the sharp turn needed to continue down the existing low flow channel. However, when the property around the turn in the creek is developed, the developers will most likely be required to improve the creek and confine it to the existing alignment. Therefore, the creek through the Blue Lake development will be designed to carry the expected 100 year flows. Suite 205. Viilaae Plaza • Glenweed Sorinas. CO 81601 • 1/74 1 ous /3L .741P leo Lc) y ATA. itYOR/1u (-IC (-0(16 7-6.1 _ /? 7 5 2ez76 71-t = 35 icco/44-- A EL = 8000—1 S � _ /Soo SGS r--0 2N1 u L A — /. ki %4 G/4 s • 2 2 /Fs — Q u i rE to -4- x1c. 6-- m? m? e. 3 ips ,Ef%-s07i}7q C.g- SCh _ 6/ , n z �T Z = Z44- . /�,'{! Z me-- / k- —8.0 ii' /X %ye,eo G y P---ERni2T) — 'cal/ Cv c w'I? o C,) ) 5/vow 460 (ver Lj „ti p i c Pl-t3 L - 2 6.zi 0A- 44 -0e7-0 e(.Arty H s - 5,44oNs,t'-i - /18 3 C41vt(,/•t 7) f/1t' oz -t EqI,iA-T o J9 — G? ‘6 L A + 3, lSo8 l•L3o4 tc = Z 5/2 --� = 32.E c JS A + 4 'C'56/e4' = e.858--- (Pict, = 700 c -i'5 1.14910 ��R vasz ansta ) �� -� i • • /c -r . z- H-1 1.00 = loci c -rs /t Lett\ zo 2us-j nA T S (w/ -rte _ . z1,f1') C S 41,1 = Z -S-0 'C?' Lon, - (a.8) (o.4I) Z50 - `700 Coi.)GLU&S tou : os--- f Pc cA-e L F APi i6" 7•/E- / s %Z� � J4/74,// -42�Zs� izEMRIZK Q -I3 L/ PVALL w/ / 721). EA., /AJE ?/AJc 5 44M !›— 5 / At/b- yt//L ck cu/ U/ti S ilizowv0 7a) WS — No -T6 4-)06V '7ao S Ctt ovv�eYZ Cj C t o -T -Asiae-A- (ewe- Lk. Pu.a) 0A49672_-e,,eerv% 60x/oi7rodS (T wout.fl L� cZ /We ov6e t,/ 4- ) uE 50bt 11111-k 5 (T5 7o 7 -w - t uTu AC E v _ _o Pik z;')v -C b C, 4267" L e z. • • de,„ -„Iii A4 . th„, slvry �^^� �riw 6TaIL°P/1/(-11-6- Sc5 Q B (.4') 97' (1.I') - 55 t oz") YAA ► o ► s' So 7, (vP►cic_ 5 -6=z -rick) Gvco ropo seci/.' 3 Zo: I pAttoi ct& - t,4,1 /1 4t („A,a,x.,10 87 S cr-m. i. t-- 4L- �p--�-�1 - (- Lxj, 1 5 4 (41 1S . O� l00-( E • 1 . l /t IILJI 6ta r t D! Q `F.2;. tJ cQ kAzkAA VAAL\ )11, 3.•/ s- ) . C c / Ii}�� 16• Cv`' 34%5 ;, ( ,i-�ro_e�% br ' v = 1. v2/ 3 J L tl G = AV = 0:03 5 -Fu_11 de_7074 -Pow (- 4- 5'4') A = /36 1Cf Pte, _ �a ' /, 0 Y. 94/ 2.09' Cosa -,-1y 6,77 c�s `I58 cis 1334 . c -Cs For ci Q -I, o 3.5¢-' C 1 ' ) A = 8/ 1-z- = -' 1,35 J 0.5% 3.7 is 297 c-cs /,0 •/. 5.2. -Cps 420 c -{s x.94% 7.2 -Pin SFrg citS s 1 3 3 3 • O v Eng L_o� /n/9I 4- /ID C� CuLve�7-5 ((V12[5 /0G\ �-t 55th Iv1 C v -F cO L G<)/ C, L Acr. ,q5--13-e_oAD 4.1E7 la. et)/ 7771 /if) /1-1U D %%f; AVE, £P Tf71- , n . o v F-Loto EZ v. = 30 InTr, 11 ,t = 3 2 'e. -,4t /'T. 1YZo vti "T 161-(-31-- 5- 3 1-i7vz) of NYORAU LJC n 5gl-reei k; C �� 5 E Tb z, (3) -E t3 2 E) /47\) G-15-0 114 41 -CE- o rC tq 1 -Lo w fre L CYe_ Lain (A2ouz--1). pc6"-- -473(z- z_ ZCDo S A L ( vo /3 Lo W �a " B36.4 C27(. (5 l od c,-(5 Sfl 1 c — Z (ao = 4/4-o c -(S - C LAA T ss 46 G �S -t 6- A- L W Pi-Tt7�-- 3.5 f 2' +Z! = 7,5f7T DEPTH-- op- men -FR, 0-voz F1� w/n/1 d� Q I7/s7: FRan-t To P of 6 P00/AJCi aF �. c.zC vEL 7 7T0 Top oF- CutR6 oiv 704-DWA>/ 1 -I -w// = 7 5' 3 M • 9o8oAcc) I zA4-/cM Lv R -O 5) iaE - 5� o f W t T►"t-- To T A-- Con) c, f _)X C Lv E'P w4 /7111//0 = 2. / ¢-J G(JO c4 L O �v 5 .44 c-(5 ---> // F 11/10 7-7/7L . 4)5c--6 4 5 X FT --;.y /1 FST 3 C-om C of t cut L 1/ eT )-1/IL L B6 g i tD • -ALT CR N A T t \J- LT/ 3 -TR y -1-14-42. t✓ torfac }} C Lv EJ -TS wiNl t -n w : 3.5 *l \ = z . 3 Wti. k,e) . k A.c i- o (4 x 4 c,)/ 4A/ 4 - 4 .1 Low w/ �w = 7S = Z . 1 l D 3• R C -t �-� tZT S F Lo w w 011ALAD T'E 1 tdi c.-�s d c. S- 3= 4 8c) > 440 G-�s &It' X 4 3‘‘ c..nAP • APPENDIX E Drainage Study by Zancanella and Associates, Inc. • P.O. Box 1908 1005 Cooper Ave. Glenwood Springs, OC 0 81602 /•<\ Z4NC4NELL4 41413 4S5oC141ES, Inc. ENGINEERING CONSULT4NTS July 27, 1998 Mr. Doug Pratt Land Studio 100 Elk Run Drive, Unit 122 Basalt, CO 81621 RE: Cerise Ranch PUD Dear Doug: (970) 945-5700 (970) 945-1253 Fax At your request, Zancanella and Associates, Inc. has prepared the attached drainage basin analysis for the Cerise Ranch PUD to be located on the north side of Highway 82 and west of the Dakota and Blue Lake Subdivisions in Sections 32 and 33, Township 7 South, Range 87 West of the 6th P.M. Figure 1 attached is a basin map and vicinity map for the proposed Cerise Ranch. Figure 1 shows that there are five drainage basins that are tributary to the Cerise Ranch property. Basin No. I is Blue Creek which consists of approximately 10.6 square miles. Basin No. II, designated as Ranch Draw, is actually an unnamed tributary of approximately 2.4 square miles. Basin No. III is approximately 63 acres. Basin No. IV, 108 acres and Basin No. V, 40.9 acres. Table 1 defines the physical parameters of the five basins tributary to Cerise Ranch including the water course length, starting and ending elevations, hydrological soil types, and the time of concentrations used in the SCSTR 55 method for estimating flood flows. The largest area, the Blue Creek basin, was analyzed using the TR55 SCS program along with the 24 hour duration, 100 year storm event which resulted in approximately two inches of precipitation. The calculations sheets attached (Appendix A) show the summary of the calculations for each of the drainage basins. These preliminary calculations were prepared to provide preliminary flow estimates that could be used for planning purposes at the Sketch Plan level of submission for Garfield County. As the development plan is refined, the flows from these basins will be analyzed in more detail and estimates will be prepared to evaluate both pre -development and post development conditions. In the case of the Blue Creek flows, we have simulated the estimated 100 year storm event through the existing topography using HEC RAS to determine the 100 year flood • event elevations. No channel modification have been considered at this time. Figure 2 • • • shows the 100 year flood plain from the Blue Creek flows. Conclusion Both the figures, 1 and 2, are presented at this time so that these potential flood flows can be taken into account at the Sketch Plan PUD level of submittal to Garfield County. As soon as a final development sketch plan is prepared it will be necessary to calculate the pre and post development discharge hydo graphs for both the existing and proposed conditions. These curves will show the change in volume of run off from the existing conditions to the post development conditions. This will allow us to calculate the proper storage to insure that post development conditions match predevelopment drainage conditions from the Cerise Ranch site. If you have any questions, please call our office at (970) 945-5700. Very truly yours, Zancanella & Associates, Inc. Thomas A. Zancanella, P.E. cc: Art Kleinstein N: \97000's \9 7426\p ra ttd ra i n a g e. w p d • APPENDIX A CALCULATIONS • GRAPHICAL PEAK DISCHARGE METHOD Version 2.000Project : Cerise Ranch User: Dm Date: 07-16-98' County : Garfield State: Co Checked: Date: Subtitle: Blue Creek Watershed (run A) Data: Drainage Area 10.6 Sq Mi Runoff Curve Number 67 Time of Concentration: 1.50 Hours Rainfall Type II Pond and Swamp Area NONE Storm Number Frequency (yrs) 24 -Hr Rainfall (in) Ia/P Ratio Runoff (in) Unit Peak Discharge (cfs/sgmi/in) Pond and Swamp Factor 0.0% Ponds Used Peak Discharge (cfs) 1 100 2.4 0.41 0.32 175 1.00 587 GRAPHICAL PEAK DISCHARGE METHOD Version 2.000Project : Cerise Ranch User: DM Date: 07-16-98 County : Garfield State: CO Checked: Date: Subtitle: Blue Creek Watershed Data: Drainage Area 10.6 Sq Mi Runoff Curve Number 68 Time of Concentration: 1.50 Hours Rainfall Type •II Pond and Swamp Area NONE I. Storm Number I 1 I I I I I Frequency (yrs) 1 100 1 I I I • • • 1- 0 0 w V) w 0 T: i 0 z ,a w w 0 Q100 -year Flood Flow(5) in - U 720 I 325 el W (.0 OD (7 CO Time to Concentration(4) L O in r V o O C) O O O) O CO O O Soil Number CN(3) O n (0 OL O co O co 0) co 0 a N in o I m 0 m m 0 Elevation I start end change, H 1730 0 (O Q) (tn t- (o 795 o C7 (o V O Q) C) 0(00 O 0 V OO 0) Cr) 6390 C) C) 0 0 CV CI 7360 7005 In CO r 0 N ti Watercourse Length, L in O O NT o Or--- (n r CV (n N 4473 CO V N N Watershed Area(1) E Q co O 2.44 0.10 n O 0 0 O (acres) 6785.7 1560.3 m CO 108.2 o) V D 1295586503 0 0 0 0 r - CO 2737456 4712152 1783419 !Watershed C 0 (9 C— m N a) 0 — — _ — ] > a) E ca Z Blue Creek Ranch Draw Unnamed Trib. Unnamed Trib. Unnamed Trib. E n. 0 C G O 11 Q U) ai O U CN c • -r cco • 'o O (n C7 E) O • co _in U O 0 0 •c O O u CO Y h • . 4 Q Lnca a) v .c .- 2 O oN �� .a o U) • Ul co a. a) (N o) (n • _C N.5 (n O a) V) c W o mT E.s� L c o E m 'E = a, c J O ' a) E o o a) 5 U 3 0 N a) - C 3 0 3 )p (96Z CLL Q ▪ U) C O U 0 Lt_ w ' U Nin O O N a`i O Z a) cn ro 1, = E o {W-32tnc �- N C) Q (n watershed data.xls 7/7.7/981:52 PM SCSTR 55 RESULTS • • • • • 24 -Hr Rainfall (in) Ia/P Ratio Runoff (in) Unit Peak Discharge (cfs/sgmi/in) Pond and Swamp Factor 0.0% Ponds Used Peak Discharge (cfs) 2.4 0.39 0.35 184 1.00 674 GRAPHICAL PEAK DISCHARGE METHOD Version 2.000Project : Cerise Ranch User: DM Date: 07-16-98 County : Garfield State: CO Checked: Date: Subtitle: Blue Creek Watershed Data: Drainage Area • 10.6 Sq Mi Runoff Curve Number 69 Time of Concentration: 1.50 Hours Rainfall Type ▪ II Pond and Swamp Area NONE Storm Number Frequency (yrs) 24 -Hr Rainfall (in) Ia/P Ratio Runoff (in) Unit Peak Discharge (cfs/sqmi/in) Pond and Swamp Factor 0.0% Ponds Used Peak Discharge (cfs) 100 2.4 0.37 0.38 192 1.00 766 GRAPHICAL PEAK DISCHARGE METHOD Version 2.00 ❑Project : Cerise Ranch User: DM • • • GRAPHICAL PEAK DISCHARGE METHOD Version 2.00DProject : Cerise Ranch User: DM Date: 07-16-98 County : Garfield State: CO Checked: Date: Subtitle: Watershed II Data: Drainage Area • 2.43 Sq Mi Runoff Curve Number 70 Time of Concentration: 0.67 Hours Rainfall Type II Pond and Swamp Area NONE 1 Storm Number Frequency (yrs) 24 -Hr Rainfall (in) Ia/P Ratio Runoff (in) Unit Peak Discharge (cfs/sgmi/in) Pond and Swamp Factor 0.0% Ponds Used 1 Peak Discharge (cfs) 1 100 2.4 0.36 0.41 328 1.00 325 GRAPHICAL PEAK DISCHARGE METHOD Version 2.00OProject : Cerise Ranch User: DM Date: 07-16-98 County : Garfield State: CO Checked: Date: Subtitle: Watershed III Data: Drainage Area ▪ .1 Sq Mi Runoff Curve Number 89 Time of Concentration: 0.10 Hours Rainfall Type ▪ II Pond and Swamp Area NONE 1 Storm Number 1 1 Frequency (yrs) 1 1 1 1 1 1 100 1 Page 1 Ia/P Ratio Runoff (in) Unit Peak Discharge (cfs/sgmi/in) Pond and Swamp Factor 0.0% Ponds Used Peak Discharge (cfs) 0.36 0.41 181 1.00 783 • • Date: 07-16-98 County : Garfield State: CO Checked: III Date: Subtitle: Blue Creek Watershed (run B) • Data: Drainage Area 10.6 Sq Mi Runoff Curve Number 70 Time 'of Concentration: 1.50 Hours Rainfall Type ▪ II Pond and Swamp Area NONE Storm Number Frequency (yrs) 24 -Hr Rainfall (in) Ia/P Ratio Runoff (in) Unit Peak Discharge (cfs/sqmi/in) Pond and Swamp Factor 0.0% Ponds Used Peak Discharge (cfs) 1 100 2.4 0.36 0.41 200 1.00 865 GRAPHICAL PEAK DISCHARGE METHOD Version 2.00 OFroject : Cerise Ranch User: DM Date: 07-16-98 County : Garfield State: CO Checked: Date: Subtitle: Blue Creek Watershed (run c) Data: Drainage Area 10.6 Sq Mi Runoff Curve Number • 70 Time of Concentration: 1.75 Hours Rainfall Type ▪ II Pond and Swamp Area NONE Storm Number 1 1 Frequency (yrs) I 100 24 -Hr Rainfall (in) 1 2.4 • • • 24 -Hr Rainfall (in) Ia/P Ratio Runoff (in) Unit Peak Discharge (cfs/sqmi/in) Pond and Swamp Factor 0.0% Ponds Used Peak Discharge (cfs) 2.4 0.10 1.37 1009 1.00 138 GRAPHICAL PEAK DISCHARGE METHOD Version 2.000Project : Cerise Ranch PUD User: DM Date: 07-27-98 County : Garfield State: CO Checked: Date: Subtitle: Watershed IV Data: Drainage Area .17 Sq Mi Runoff Curve Number 80 Time of Concentration: 0.19 Hours Rainfall Type II Pond and Swamp Area NONE Storm Number Frequency (yrs) 24 -Hr Rainfall (in) Ia/P Ratio Runoff (in) Unit Peak Discharge (cfs/sqmi/in) Pond and Swamp Factor 0.0% Ponds Used Peak Discharge (cfs) 1 100 2.4 0.21 0.82 761 1.00 106 GRAPHICAL PEAK DISCHARGE METHOD Version 2.00 ❑Project : Cerise Ranch User: DM Page 2 Date: 07-16-98 County : Garfield State: CO Checked: • Date: Subtitle: Watershed V • • Data: Drainage Area ▪ .06 Sq Mi Runoff Curve Number 89 Time of Concentration: 0.10 Hours Rainfall Type •II Pond and Swamp Area ▪ NONE Storm Number Frequency (yrs) 24 -Hr Rainfall (in) Ia/P Ratio Runoff (in) Unit Peak Discharge (cfs/sgmi/in) Pond and Swamp Factor 0.0% Ponds Used Peak Discharge (cfs) 1 100 2.4 0.10 1.37 1009 1.00 83 Page 3 • HEC RAS RESULTS • • c 0 0 W 2 Fronde # ChI 0.90 0.95 I N (CD i'6:0 I I N V: r 0 O 0.89 0.96 0 (o O 0 O) 6 Co 0 O (n 0 O 0.071 r. (o O I r Co O I O N O CO O O r O C LO r- 0 M! to 0 M CO 0 V CO 0 O O 0 O O 0 O O 0 0.451 Top Width (ft) 48.39 102.86 304.35 226.97 192.45 V (n M Nr 261.74 580.83 N N r M in O O r 1019.20 795.37 780.55 CO O co 120.07 137.09 455.56 301.51 358.71 362.08 357.83 249.41 306.14 275.40 ,-- N O V m '. M (J < 0) C y O1,7:, LL1 CO M r� N r O) C L7 r N O) CD M O) N CO V: n (D r 152.561 179.28 M LO O) CO r V O N 1809.90 - 1994.57 1591.02 M N CO r 0N r N. 0(000-0 V M N N M r CC) O_ V r r 0 N r N N N N N O) r 143.20 133.88 118.49 126.82 123.12 0) O v- CJ r Vel Chnl (ft/s) 11.36 8.91 0i 1-- CO 3.98 8.02 8.36 M N- -�' M N Cfl ti -Co N O (n O O) O 0 r0 CO Q) O) r O) ti O) h 00 O N In (o r O O) 6 O O (o • O' CD 4.1 ; In N e-. d G O 0 W -� .- `-- 0.011226 0.015180 0.007527 0.002947 0.014201 0.013063 0.017527, 0.005507 0.015029 0.000055 0.000038 0.000056 0.0000641 0.006964 0.012549 0.017007 0.022171 0.008916 0.006844 0.025907 0.026882 0.030762 0.0322.34 0.030898 0.008002 E.G. Elev (ft) 71.28 68.33 ---- --67.08 65.88 65.83 62.24 ------59.13 52.71 49.27 00 CO r r O) 6 V V 49.18 49.18 V (n I IN V O) O - 616 V Vi V I 0 O N. CC) V M V V J M LO N V N O 0 V' V I (7) r r 0 16) VIMM I 010 M I' (O N. (O M 1 1 0 (7 LO M O ni 3,� O U L; r� f\ r-C(n. C7 6 V V O (D N- (o 0 O (0 6 N 0 N (0 0 0 r- V N r r- V 00 (0 Cn V r (n V M VIV V r M N V (0 V; O V Lr) I Cn 0' C) j O O o o 0 0 0 0 M I (n I (0 1 0 M r 6 1 0 W.S. Elev ,0 n ,6 n —:( 6 4t LO 1` (O 6660 CO V (0 ti V; ti (n 6 0 M 6 60 ('4 M N (‚4 O O) V (0(0 r O) V r 6) V' (0 r O) V CO r C V N rNlr) N. V' d (D 4 0 6 V 0) CO V: r V M V V r M N V 00 V; O V Lr) 0 (A M L') 0 6 M M 0 0 M CO (U M M n V In M Min Ch El 0 I O (n .-. , (o 0 0 (a7 C7 0 0 M m 63.00 63.00 59.00 0 O N. (n 49.00 47.00 0 0 (n V 0 0 (r) V 0 0 M v 0 0 M V' 0 0 M V 0 0 M v 0 0 M V 0 0 0 0 M O V v 0 0 CA M 39.001 0 0 CA co 0 0 6) M 0 0 0' 0 O) r` M M 0 0 (n M Q Total (cfs) 720.00 720.00 720.00 720.00 720.00 720.00 720.00] 720.00 0 N N 720.00 720.00 720.00_1 OO ON = U 720.00 720.00 J O 0 N n 720.00 720.00 470.00 470.00 470.00 470.00 470.00 470.00 470.00 River Sta. 10 N V N I MIN N I _ r N N O N Q) r 0 r n r 1 r Co r V r 0 r 0 N r N r 1 r r 0 ,- 0) 0 10 4) 0 1 ('4 r a a a -A -9 a a a a 2 t 3 7 a INI s a irk 771, Y om....) Ofil i •; Ti T • • • F Y 6 6 si 5 5 II- n I T i 6 f 5 5 I E i o. - a 0 a lu) oeitftil3 8 1 [A IJl uogeeai3 Plan' Plan 04 7/20198 IW 300 (u)Val...3 8 Pl • • • z, P e r 2 ;:r u4.•e-- - Of iIr,7 , 5 1 )-i. 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Sj :'(?-•:'.'--- .1, Z.t.;./..---_-,•,:71;', (i........''47.;:•2 ,r;) f• -c.,-:'-'-,—,-,:,,.. -,..... — •,, • '.°4 6 •• t.) r• 0 3 N § o 8 LOUD 2Sy23 r v 0 LIT • +! • 8 • GAR FIEL 0 FAG( E COUNTY COUNTY 1 4 ! • APPENDIX F HEC -RAS Results for Proposed Development 100 Yr Floodplain by Zancanella and Associates, Inc. • • • • 47.611 1 47.64 0.0011611 2.981 595.38 Min Ch El (ft) 64.00 0 O CO 0 O (0 62.00 62.00 O O CO 62.00- 58.00 56.00 48.00 46.00 44.00 44.00 O O 42.00 42.00 42.00 42.00 42.00 39.00 O O c0 O O M O O M 38.00 38.00 36.00 O O COC Q Total (cfs) 720.00 720.00 0 0 O N N 't (i) 2 = V(- 00000 0 C N 0 0 0 0 N N ti 0 0 0 0 N N ti 720.00 720.00 720.00 720.00 O 0 O N 720.00 720.00 G) > U 720.00 720.00 0 0 O Cl 720.00 720.00 470.00 ' 470.001 470.00 470.00 470.00 470.00 470.00 i aZ co N in N, er N 00 M N N M N N M N M N N N 0 N N O) CO h co to 4 M N N N ' 0 CO CO ' I li (0 10 4 M N e- • • • 0 O O CO ti0 CD t(00 SA '4)CO LQ) Elovation (ft) 0 0 O Main Channel Distance (ft) O 0 0 • • 1 1.1 T• i 1.1 Ma^ boon L� e..es, rffl -A 4- 7 ' I " ' I " " I " I " ' 4 a • • • H.1 • 4 ; 1 ; I -1 II 8 1 8 I -Th 1 -1 6..00 P•1 V gg 11 2 • • r• • 11 Swollen Mt r 1II 8 8 I 8 8 a 2 Pardo.. .•aa 1111 • a r• 1•i rR -R R i 1 1.1 E rR ....«e ....MCA #I- 1-R -! rR 1 a 8 1 E 2 $ a E 1 8 i 1 R R VV • \_A (2, _r• C)