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HomeMy WebLinkAboutDrainage Reports - 08/25/19871175�9-c R��o47- ell�7-s-lfll FINAL STORM DRAINAGE REPORT FOR POUDRE SCHOOL DISTRICT R-1, 1988 ELEMENTARY SCHOOL OFF -SITE IMPROVEMENTS - PHASE 2 AUGUST, 1987 Prepared by: PARSONS & ASSOCIATES CONSULTING ENGINEERS 432 Link Lane Plaza Fort Collins, Colorado 80524. (303) 221-2400 Project No.-.87.09 PVC PARSONS & ' a ASSOCIATES CONSULTING ENGINEERS ' July 30, 1987 ' Ms. Susan Hayes Storm Water Utility Dept. City of Fort Collins t P. 0. Box 580 Fort Collins, Colorado 80522 RE: Poudre School District R-1 1988 Elementary School Offsite Improvements - Phase 2 Dear Ms. Hayes: This letter is in response to your comments on the plans for the referenced project. First, I have enclosed a copy of the Final Storm Drainage report. Included in the report are all calculations and supporting data for street capac- ities, inlet and curb opening designs, pipe sizing, and rip rap design. In addition, I'd like to answer your other questions now: 1. RIP -RAP - We feel that rip -rap is an appropriate design for the site as it is undeveloped. Rip -rap will return the flows to natural state. I personally feel rip -rap ifi installed properly is very aesthetic, especially much more than concrete. 2. HERCP - This pipe was oriqinally a 29" x 45" HERCP because it was thought the cover would be inadequate. Upon completion of the road design it was found that adequate cover did indeed exist, and therefore, the size was changed to an equivalent size 36" for economical reasons. Thank you for consideration of this matter me if you have any questions. Sincerely, 7)Z (44E- a - Todd A. Shimoda, P.E. Project Manager TAS/nc Enclosures Please do not hesitate to contact 432 Link Lane Plaza • Ft. Collins, Colorado 80524 • [3031221-2400 I PARSONS & ASSOCIATES CONSULTING ENGINEERS July 30, 1987 1_ ' Ms. Susan Hayes Storm Water Utility Dept. City of Fort Collins t P. 0. Box 580 Fort Collins, Colorado_ 80522. RE: Poudre School District R-1 1988 Elementary School Offsite Improvements - Phase 2 Dear Ms. Hayes: ' This letter is in response to your comments on the plans for the referenced project. First, I have enclosed a.copy of the Final Storm Drainage report. Included in the report are all calculations and supporting data for street capac- ities, inlet and curb opening designs, pipe sizing, and rip rap design. In addition, I'd like to answer your other questions now: ' 1. RIP -RAP - We feel that rip -rap is an appropriate design for the site as it is undeveloped. Rip -rap will return. the flows to natural ' state. I personally feel rip -rap it installed properly is very aesthetic, especially much more than concrete. 2. HERCP - This pipe was originally a 29" x 45" HERCP because it was thought the cover would be inadequate. Upon completion of the road design it was found that adequate cover did indeed j exist, and therefore, the size waschanged to an equivalent size 36" for economical reasons. Thank you for consideration of this matter. Please do not hesitate to contact me if you have any questions. S' cerely, Todd A. Shimoda, P.E. Project Manager TAS/nc Enclosures I 432 Link Lane Plaza Ft. Collins, Colorado 80524 13031 221-2400 Poudre School District R-1--- 1988 Elementary School Off -Site Improvements - Phase 2 INTRODUCTION ' The .purpose of this study is to determine the quantity of storm water runoff generated by the project and how the runoff will be accommodated by the streets and existing and proposed ' storm drainage system. ' PROJECT DESCRIPTION The project consists of constructing Seneca Street between t Regency Drive and Troutman Parkway. The full street width will be constructed with curb and gutter on both sides; however, sidewalk will be constructed only on the School District's (west) side. Also, Wakerobin Lane will be constructed from Regency Drive to ' meet the existing pavement past the Pleasant Valley and Lake Canal. ' METHOD OF ANALYSIS We .prepared this report, obtained 'flow quantities, and ' designed all -facilities based on the City of Fort Collins' Storm Drainage Design Criteria and Construction Standards. ' All.data used in the calculations was previously obtained and reported in two separate documents: Preliminary Drainage Report, for the Villages at Harmony West P.U.D. 2nd Filing Fort Collins, ' Colorado dated July, 1983 prepared by Parsons & Associates Consulting Engineers;.and Preliminary Drainage Report for Poudre School District R-1 Elementary and Junior High Schools, S.E. 1/4, Section 34-7-69 dated January 1987 and prepared by Engineering ' Professionals, Inc. A copy of both reports is included in this report. We have reviewed these reports and- presume-theri­to be accurate and complete. ' -INIIIItitlUl/W Prepared und,*'*'`�QtpacSFp}y� �t supervision of: Todd A. Sam P.E ' Colorado L goe6` OF COt ���'/uteualiea' »M 31.11 W NW'IVE PM a.➢ IV•w VP• M.M 1IA1 E 45'03'41' • It U M.M.N. a.N )IA2 1E]•M'Ie.[ 1.11 a PIVIV 111GY5P r 1 o•»d0 AOVZVIe• ':u q rmlr• ul.M IL.42 »•»or r 171,10 N•N'N' M.N tT %-It Y »I.N SO." 01 11 Haw a 1 ] WON r WAS CIS Y]]2 2N.; Eg'u T'52ri19 CO n•NI CIS Y'D1] N N. ALI•MV5'E vM nv HIM N.n N•Nwl vn u'Pa msw MV1.OPE vM m 01.53'D' I]M.N l u g-Ww a.n no t-isW lets WDTC• n.n CIS T•w'D' VIM 5]•a'IVw»E.n avra 1n 01 1 'IV M.» n» 1 01vF1F »v] CIS a•u'A n150 04.1, In 49-28-10. 150 01.11 In 31- .N M'M' nats 451.71 CIA u SAW 30.10 E El'»'M• E HAS 441'12'2Pr N.M OM 10'10• N).w IMJI •»92'M'r IM.]I CM 11'13'41- 475 AS 111,41 1 W-14 IV E MASS tM I444'lV 07.N ON 9 11'0'El'r 05.11 is W N•1]'IY w.N IN." �.31 a] 01-0-211 05.0 1.a a ON • 1.0 'm 561+1:/i 1.1E L' CSCE We[IiE far NUNN+)m C15LF�42• RCP .. CL S "RIN =REGENCY MR LTA 17,411141.1114 Oe.1- 10 WEST 1Lm a .o a a .r/ a w0....10. v 0em�+00 `..� TYPICAL STREET SECTION e MR d JI IL 06.9000.4D Slba•n aEJE.- L So A -(49 ON ONF 11M ) ! �.W 6 awz I Q.Ts.Do J L 0M (LOv PT.) 1 Era E.nwIULET•A-a�n){'cxT. KETA .06D0 t IRN W-W." a INV �' -00.60 LF.+Z1 Zce CL.2Z m 0.1sy �- LIN LZ-'1: hi. CL 8TA 3NQ 00 WLET •A -I 4o1iR {2' CONC CND', 08.60 ' INV. W)00.e1 i4 cows. SEC INV OF 66 ✓ ewe Mic. m IN¢ W) go.lb Heil. 16.83 REGENCY OR gTA 3.16.00a NILQ6R4 DR. STA. 0-00.00 OE GEUG'! p2)VE - - 24000LF a -.33sc 'Wc00 LFi_ 211117.611, L.Fa•0J6Q -I - IaU6L.F.R -0.40% _ OS PROPOSED HARMONY N RD PROFILE b p 00 ._ STA O.AO.OD ZL8 a Q.f N62' RCP 7 D INV I.37 0 "a Z N F. n Elo ON 'Mlu o ¢D r00 Still p0 ik Goo ilk ilk atl 240.0OLF. 0 -1.65A 75.00L.Ffl 82:60% -0-44R PROPOSED GRADE r Q PROPOSED In HARMONY � -� ` RD. PROFILE OO 62" RCP - O INV -01.36 81 16 F. 'PROPOSED GRADED 2 24 RCP INV-OG.60 EYISTIND GRADE 0 E Oc i9 iI u a o DI o O O z 3 O O O � 1: w n a d �k tl ik ak dk DID NA Nevlal » ve CINW NERCP 10 E UP Er RCP. N.N. Pe RCN 05 f•: sd 151 09 L Eo A0,65 LFer04O%jgR51 _ Exlsnuc GRADE a St._ r- VC_=W2.IN / (N TQ.1 m P��"a"w ,-NRIM VALVE eox pve) via AN I,a , Pie. _ c ATa 14.8I_111 a 5c41 E i so C ' U.'ylny Lyyy.� 3-1B-es RCP o 0 Or 0 o e I-1 °o � a _F N an P QN F� m :m 1-d dd NO ea - 'uN �o AD i6� nk a12 ad pll� pSL� 209. 39LF 0.041Y (NTS) 122.92 LF.o .IJO(NT 129.]/LFa.I]0'a sfiLy N LF' 0- 224-1 11 olrv0 1w -oD.ea 81 00 8 N yl n N as N Py Or r'O O 0 n1 0 H d Nj siW N ik UO Jtl a.k SM PARSONS & ASSOCIATES °"` d32 Link Lane Plaza $Cate: FL Calling.32LiC anrePa 80524 Dealgr CONSULTING ENGINEERS (303)22E-2300 Drette a Chocked By: o Pnpe o° 8I' in ry 8 w -d ¢T n0 1f FO wN N4D NN FO NO NO A ¢O i tl e, n k u,1t U Are BELAIR P.U.D. REGENCY DRIVE PLAN & PROFILE f 2!E� Q7 10 015 m 1 IR. XG�j I V. / \\ , MAOYALL � / \ I { RorO]!P l KG]AMT W y 1\ �/ t LAK! C.IIAL RGOCATgN 1 .. SOI 54sG w - 21i999' �PlA:EYlEt4 9ii C� -PHjiE FI/ � 1 y I(� �.` / �./ / iW� 4 `II9E VIEW f.VL4 _ Ui{ -13 ,P ° n t °" a 0PARSONS & ASSOCIATES P "' 83 (� OET IQ I.-nk IMoe Plata Scala 11 Ihns. Lolore4o 80524 Dios.qne, MCK Cn•� P BY OMP — -- 1 Rn CONSULTING ENGINEERS '301221-2400 D mrran JDD Prep. ea MAY 83 A • 19•-26'-02• R ° 530' L • 179.77' � -� REGENC- -- � I DRIV \ N 00'-03'-44• W M71' i T� (PROPOSED FUTURE - 9vI OTHERS)- ��. = -- - - 12 u DETENTION MM0 MO. 1 / OR Y[. M4E. MIOID VOL. .!!M AC. FT. TE•DO MIn. LP OIy•it.MCf] SLOPE -°.S9%-- 1% jcaj,r,� I1, a: Z—i PIHEVIEW PII.G PHASE II MIM. !L!V OF WASTE" GIML MARK MOT "JKSMT TO GMIEK710H FORD MALL ME 510115 / /713, \ l OTA 0.00 - ALEV. 1091.5t - X � rzti. rDAP clDx\ u[[Kwve � ]RILL M! 4Mweo uNM \ \ WFIFLEVOR OF YI tM H WU TO [E(2YLV MOVE PIHEVIEW P.H.D. TRACT 'C' CONDITIONAL PLAN APPROVAL ASANT VALLEY AND LAKE CANAL DEED ROVED '!wyyr�. THE ie " j(l0A �R•60. Q L • 5256] LH•S 6923'-98" E 50902'.C16 Pew; TO BE REMOVED (k, urtxM LIMIT] OF IMr[oVEn[xn �a M1 r N mail" To Sam AIX ro[ IMIlT STRUCTu[E PETAa MV-SE05 IO110'PIP PAP (SEE DETAIL yR 22) (PROPOSED FUTURE-8Y OTHERS) /29X45 HERDS 0 0.40% Aa S 65°-30-24". 20 ro L.P. - IM• [ c.[ a0110. a 4 D.wx Sia MANHOLE / RIM - 101 J53 / INV (NO - 92.65 INV M - 9245 6 TA .5551 REGENCY M. STA. 9+1 N AKEROBIN LN STA. 2b1 `�- EP, .mro 'n� [lIDCATpI f ZT: Y7;. O m i00 ;z Ir a m ,m O9 \.• WU SDRFOCE OWN -- DETAIL UT U2) REMOVE EXISL II INV. SILO y= `I25 L.F-18" RCP CL III a 0. 50% ,_ t-18" RCP CL X 0 0,50% PINEVIEW P. U.D. —PHASE lI REGIONAL DETENTION POND" 1 CITY OF FORT COLLINS PARK i QFLice_ s 1�IRACI LIIN�_✓ V� � TIT : 1 y A, \ A �% �, /SJ'BEQ �f ift $8' LOCAL ROAD--28: FLOWLINE TO FLOWLINE YY R,O.W. DRIVE -OVER CURB, GUTTER AND SIDEWALK 36' LOCAL ROAD--36' FLOWLINE TO FLOWLINE 54' R.O.W. DRIVE -OVER CURB, GUTTER AND SIDEWALK 50' COLLECTOR ---SO' FLOWLINE TO FLOWLINE 68, R.O.W. VERTICAL CURB, GUTTER AND SIDEWALK ALL WATER MAIN SHALL BE 6' UNLESS OTHERWISE NOTED ALL SEWER MAIN SHALL BE Be UNLESS OTHERWISE NOTED THE VILLAGES AT HARMONY WEST P.U.D. PRELIMINARY PLAN APPROVAL n V PLEASANT VAL EY AND LAKE CANAL I Ie CM1ecMetl by ' Approved TAA)'i^ � 4% TRACT F -C ar �� TRACT sE ;a W ' �r REGIONAL DETENTION POND 40. 1 .ryes te..�Wk fig, VALQ+: ip ^TRACT D� C01 N The /f,; NY Of 1983 7 H ITT `�vdy�6 PINEVIEW PU.D. PHASE I .3� I a$g PINEVIEW PU.D. 1C \ ( I PHASE 2 71 II _ HARMONY AD. - slo�•w u 1 THE VILLAGES AT HARMONY WEST P.U.D. 2ND FILING SE[u,SCW,SK.% TPN RCOV le AmmrNrAAAW I N SCALE"= 100' PINEVIEW P.U.D. 2ND FILING 1 %r I VICINITY MAP SCALE'. I°= 2000' Gefroh Associates, Inc. Architects / Planners PARSONS & ASSOCIATES ACollins,LinColoafterado PAsa FL olns, Colorado 80524 CONSULTING ENGINEERS (303)221-2000 a i 1 u r 1 1 �7PARSONS & CLIENT �J D�" � JOBNNO.B7"o Irk ASS OMet TES F c ECT �fr-' s rrg- I M P2l &MafTSCALCULATIONS FOR bP,411L1T C7iG� CONSULTING ENGINEERS �j�� FL m, ComColorado SWU MADE BYJy' DAT *CHECKED BY DATE SHEET--Z—OF-7 _f EXIS It I --�----;---}--� --';-------�--�- --i—'r -�—�- ' �•- '- I � � ' 4 -�isz#'s � - rr<:a'E:�'�a-iza-i,E), -ROPos -rI Jell 7-1 tN�G� +=1 LI cat t�1i� o v itj I I { —t lilt I r I i- l0¢ -��F2 • _ ��+�- g l l (� g 4.9 2'/� j {4 q ^� �. ,_ �T _ _ i PARSONS & CLIENT JOB NO. El—� Pr` ASSOCIATES PROJECT CALCULATIONS FOR CONSULTING ENGINEERS Z MADE BV DATE CHECKED BY DATE SHEET OF FL Collins, Colorado 80524 �_� I JrAITEN 5I T y _ _C Go� �'•�� ; . .�- ' � 1 - I i-+--'---t-1 - � - . .'_ �'- f l� 7 �- � � �;—GG�-�OP�/NG ._ � � _i�j'�__i=_1 �• ��'� �--�N' �Z 1 ��iZEG �4NGu�.AZ wo % i E7_TC�4/�� — �I ST60 SL��,�.ro�ER��w I�2 if I� D/ -7 LQ CIS- I ! --� -!--t--- I -I ±{----�- .-1 ' i i � 1 � �- I ! _ ' 1 : _ , _� /ov-�2 �-Y_-'G ( 1 :D✓�. C2atUn!__!_..' 7 .__ fiPARSONS & R ASSOCIATES CONSULTING ENGINEERS Ft. CaMnS6 Calara& SOM CLIENT JOB NO. PROJECT CALCULATIONS FOR MADE BY DATE CHECKED BY DATE— SHEET--3--OF j- J�- 0.5 1 0 FF ITT /0 - 41 t Fit- -4-4— Oda Y AB Sl -7— --4 ... o7AL fit ; L I U, 1 1 ry^� PARSONS & CLIENT— / R ASSOCIATES PROJECT CONSULTING ENGINEERS Ft. Comma, Colorado SWU MADE BY. JOB NO. 9 1' D • r "12-- CALCULATIONS FOR DATE CHECKED BY DATE SHEET 4 OF led,5M.�c1 _..,- GUeB OPEn/�.VG; �OZ9 �T,o- Th!El�.?o�E,e D GlJ/ ►Z_� a-i I i ! ) ' ►4_�NI� ipJAf I i -1 �ST �t y 2GP _i_/D_ A pASTv�6': P��97us1 _161-4 7120 i1>,E vE•�o � � T � � i sv�vTrvAV r - ' USTG!�c r : :SoLvTia�sL' &�T�T_`_/4�t Y I _f3!_T; Gu/LL SST -,- 2�G /T %lam i-- -3 SSGIY�IE C/LL. l-D7kf�-�1/! �7-1---- 1 _ D_uE�Tv.. � t �- I I : I i i f 1 1 1 1 l 1 1 �^ PARSONS & CLIENT JOB NO. `' 70 O 7 PV Z If"'1 ASSOCIATES PROJECT CALCULATIONS FOR CONSULTING ENGINEERS MADE BY DATE CHECKED BY —DATE SHEET OF FL Collins, Colorado SWU __ I — 0 STh6F00 tRAlDR!P S+lo9 IS I I i I I I _2° .� _( T d I I ( i I I i . I CND OF PRoTEC'f --r�l-.I 1 _, _�_ _ I� _ 1s' _gyp#8G.IS- yam—',- PC I I —*- i Z }7� >r►tL�.� } I 37,1 w, 5 �puZLET' COaI/ TYLOL ��t. ��Gt }�LOGcJ W I V Q ftssu�E LCL Ou7 LE CIO _l t T i i • /��I,- I ' J+ —(- - I - I �- I I ' i LE I ; 1-- 1---!- } --. �_.._r. .L ._L- _1_._-1__. I.... 1.._.: - , v g P✓2 PARSONS C&C CLIENT JOB NO. B7 ASSOCIA /7ES PROJECT CALCULATIONS FOR CONSULTING ENGINEERS Ft. CoOi,r. Cobredo 80524 MADE BV DATE CHECKED BV DATE SHEET —OF U OP WX % !bbCAtc5E i ONLY OG:. 1061 s7�=Ir 5T2�ET r 4 &0 e°TO?- X gu TE,s i a Ag-11 ; i • I _ • _ i r I To S� AL L ; I `L"71 r U z i i I I too it I 1 {� �J,'87 I-�TO,:_�'(P�o.�i(o_d, S�/3 - - 1 IT { I i r—r off-M Al { I I 1 i 1 r �- —I j 77, 1 �-- - : r I I c nf3 PARSONS & ASSOCIATES CONSULTING ENGINEERS Cold 80524 JOB NO. gf7,o!2 PK2- FL CoOim, SHEET :7 OF F 7 CLIENT PROJECT CALCULATIONS MADE BY DATA CHECKED BY-DA St At r A_ /5�E i Aj — - 11 . I _T_ o 4 op V9_ 1111 _Y, I To GRawAJ 14 4 L t ----- - . . . . . . . . . . ------ - -- ---- f I 'j" I L -- ---- _j 1 No Text LOCATION AND SITE DESCRIPTION This site for the location of an elementary school and junior high school to be constructed by the Pouder School District R-1 is located in the Southeast quarter of Section 34, Township 7 North, Range 69 West of the 6th P.M.,. in the .City of Fort Collins, Colorado. The site is located on the west _side of Seneca Street immediately south of a proposed future City. Park, approximately one-half mile west of South Shields Street And one - quarter mile north of Harmony Road. The site has been used historically as dry land pasture and - slopes gently from west to,east at approximately 1.3%. There are no improvements on -'site at this time except for an excavated storm drainage channel along the southern most boundary. This channel was constructed as part of.the improvements for Belair. P.U.D. PROPOSED USE As mentionedabove, the Poudre School District R-1. is planning to develope this site for. an elementary school and a junior high school. The elementary school will be located at the north end of the site with: construction being planned to commence in the spring of 1987...r_Al2ond with the school building will be the associated parking lots.and playground facilities. The. junior high school will be situated at the south end of the site with construction being planned to commence in the year 1988. As well as parking facilities, the junior high school will have a running track enclosing a football field, a soccer field and several baseball fields. Drainage improvements for the two projects will_be phased with the respective site improvements for the two projects. HISTORIC CONDITIONS AND EXISTING REPORTS The site is tributary to Basins 71, 79, 80 and 85 of'the "McClellands and Mail Creek Major. Drainageway Plan" prepared by Cornell Consulting Company, and John S. Griffith, . P.E. in - December, 1980. The site is also part of the "Preliminary Drainage Report for the Villages at Harmony West P.U.D., 2nd Filing" prepared by Parsons and Associates Consulting Engineers in July 1983. The .latter report addressed detention as it pertains to the site in its developed state. The portion of the site, tributary to Basins 79, 80,.and 85.of the "McClellands", report will not detain any runof.f,on-s.ite but will.direct all runoff to the regional detention facility located on the south side of Wakerobin Lane west of the Pleasant Valley and Lake , Canal. Runoff will be transported to the detention pond via an open channel along the north side of .Seneca Street and the east side of Regency Drive; which was partially constructed with Belair P.U.D. The channel configuration was sized for undetained on -site as well as undetained off -site -developed runoff from Basins 79, 80 and _85. DEVELOPED CONDITIONS AND PROPOSED IMPROVEMENTS This report addresses only developed on -site conditions and improvements for the elementary school and offsite basins 77, 79 and 80 as they affect the elementary school. It is.expected that the remainder of the site will be designed in.accor dance with the "Preliminary Drainage Report for Poudre School District. R-1 Elementary and Junior.High Schools" prepared in January.1987, revised April 1981 by_1 Engineering. Professionals, Inc. Improveifients_..to Seneca Street and storm water crossings:.. associated with. it are being designed by others under separate contract.. Copies 'of this report along with all calculations have been furnished to the.firm responsible for the Seneca Street design. Basin 77 - As indicated with the above mentioned. Parsons and Associates Prleiminary Drainage Report, developed improvements occuring within historic basin 77 would require that runoff be detained and released at the rate of. the historic 100-year intensity storm. It was indicated in that report that this runoff would then be discharge into the "upgraded. Pleasant Valley. and .Lake Canal." The City of Fort Collins Storm Water Utility is currently studying the possibility of constructing a regional detention facility for historic basin 77 as well as baisns 78, 83 and 84 (as indicated in the aforementioned McClellands and Mail Creek Plan) which would allow the release of storm runoff at'the 100- year historic rate: Until such time as the necessary improvements are made to handle the additional runoff from the 100-year historic flows, the portion of basin 77 currently being developed will detain stormrunoffand release it at the rate of the historic 2-year intensity storm which is the currently accepted practice within the City of Fort Collins. Onsite runoff from basin 77 (developed basins.D-1 thru D-5) will be detained .along the west side of Seneca Street and. released at the historic 2-year rate into a catch basin at the low point on Seneca Street.- The catch basin and necessary culvert crossing Seneca Street will be constructed with the street improvements and is being designed by others.. Provisions will be made at the release structure for the detention pond to allow. for the higher, 100-year historic release rate at a time when suitable downstream improvements are made to handle the:. additional flows. At such time as oriface plate will be developer may.also at pond for other uses. downstream improvements are made, a new . fitted to the release structure and the that time reclaim portions of the detention Onsite improvements will also be made to incorporate the handling of the 100-year historic flows from the_offsite portion of basin 77 flowing through the site. These flows will not be detained onsite but will be routed. through the detention pond. The pond will be constructed such that_during._a 10.0 year dk intensity storm,. it will detain the onsite runoff and release it at the 2-year historic rate while any additional runoff will spill over onto Seneca Street and. enter the catch'bains as indicated previously. Basins 79, 80, and 85 - As,mentioned previously in this report and in the Parsons and Associates,Preliminary Report, developed. runoff from basins 79, 80 and 85.wi11 be directed to the regional facility located south of Wakerobin Lane and west of the_Pleasant Valley and Lake Canal. 'Onsite runoff from these basins (developed basins D-6 thru D=8) will be directed to a proposed crossing of Seneca Street immediately north of the intersection of Regency Drive. Onsite improvements will be made to accept runoff from Basin 79, as it enters basin D-6, at the 100-year; historic rate and routed through the site to the Seneca Street crossing. OVERSIZING_ As mentioned above, onsite improvements for both.basins 77 and 79 will be sized to properly handle runoff for the historic 100.-year intensity storms for the offsite portions of those basins. The cost of oversizing these facilities for anything over and above said 100-year historic flows will be considered as a basin improvement ,and it will be expected .that the. cost -for. those improvements will be considered.as oversizing and .:_reimbursement made to the.developer under the City Oversizing Policy. CALCULATIONS All calculations and proposed improvements are indicated on the Preliminary Drainage and Grading Plan enclosed in the pocket at the end of this report. All formulae used. for calculations are indicated in the Appendix. All improvements shall meet or exceed the requirements as set'.forth.in the "City of -Fort Collins Storm Drainage Design Criteria and Construction Standards" and any other applicable criteria in effect at the time of construction. ENGINEERING PROFESSIONALS, INC. Kenneth L. Rabbers Michael N.Schmid, P.E. No Text FORT_ 4ULAE Time of Concentration: . 1 87(1.1 - Ccf)D'5 Where: C = Runoff Coefficient feet Tc = 33 D _ Distance in in S' S. = Slope percent cf = Antecedent precipitation factor 1.0 for 2-year and 10-year 1.25 for 100-year Velocity and Capacity: X R'67 X S•5 Where: _n = 14anning's roughness coefficient feet V ='1'487 n A = Cross -sectional area in square �. Q = 1.486 X A X R.67 X S'S R = S = Hydraulic radius Slope in feet per foot n r Runoff Quantities: . Q = CIAcf .. Where: C = I = Runoff Coefficient Rainfall intensity, inches per hour A = cf = Area in acres Antecedent precipitation factor 1.0.for 2-year and 10-year 1.25 for 100-Year Runoff•Volume:. V = Q-X Tc X 60 Where: Q = Runoff in cubic feet per second Tc:= Time of concentration Orifice Plate: Q = 0.65A 2gh Wherei, A = Cross-section area in square feet g = Acceleration due to gravity, - 32.feet/sec.2 h = Height of water above center of opening Detention: Volume is computed by means of a program, using the Modified flow in, dis- Rational Method which varies the rate of while charging at a constant rate. ONSITE HISTORIC Basin 77 A = 17.08 Acres (744,076 SF) C = 0.20 L = 990' Tc2 = 48.min. Tc100 = 46.min. H = 13' I2 = 1.1 in/hr. 1100 = 3.2 in/hr S = 1.31% Q2 = 3.8 cfs Q100 = 13.7 cfs Basins 79, .80 .& 85 A = 11.19 Acres (487,479 SF) C .= 0.20 L = 900' Tc2 = 43 min: Tc100 = 40'min. . H = 15' 12 = 1.15 in/hr. I100 = 3.5 in/hr. S = 1.7% Q2 = 2.6 cfs Q100 = 9.8 cfs OFFSITE HISTORIC (* From Parsons and Associates Preliminary Report) Basin 77 A = 25.5 acres* Tc2 = 87 min: T100 = 75 min.* C = 0.20* I2 0.7 in/hr. I100 = 2.17 in/hr.* Q2 = 3.6 cfs Q100 =. 13.8 cfs* Basin 79 - A = 10.7 acres* Tc2 =.63 min. TC100 = 54 min.* C = 0..2.0* ,I2 = 0.9 in/hr. I100.= 2.79.in/hr.* Q2 = 1.9 cfs Q100 =.7.5 cfs* ■� . Basin 80 A = 101.8 acres* Tc2 = 93 min. Tc100 = 80 min.* C=.0.20* I2 0.65 in/hr. I100 = 2.06 in/hr.* . Q2 = 13.2 cfs Q100 = 52.4 cfs* OFFSITE DEVELOPED (* From Parsons and Associates Preliminary Report) Basin 77 A = 25.5 acres* Tc2 = 53 min.* Tc100 = 42 min.* C = 0.50 * 12 = 1.01 in/hr..*. I100 = 3.35 in/hr.* Q2 = 12.9 cfs* Q100 = 53.4 cfs* Basin 79 .A = 10.7 acres* Tc2 -,'38 min.*:: Tc100 = 30 min.* C = 0.50* I2 1.26 in/hr.* 1100 =.4.17 in/hr.* Q2 6.7 cfs* Q100 .= 27.9 cfs* Basin 80 . A=.101.8* Tc2 = 56 min. * Tc100 = 44 min.* C = 0 A0* 12 = 0.97 in/hr. * I100 = 3.24 in/hr. * Q2 = 49.4 cfs* Q100 = 206.1 cfs* ONSITE DEVELOPED Runoff Coeffient Used for Composite C's. Building/Asphalt.= 0.95 Gravel/Running Track = 0..50 Grass/Open Areas .= 0.20 Basin D-1.. A 2.26 acres (98,243,SF) . C = 0.32:.13,840 SF 0 0.95; 5,123..SF ® 0.50; 79,280 SF o 0.20 L = 400' Tc2 = 21 min,. Tc100 = 19 min. H = 10.5' I2 = 1.8 in/hr. 1100.= 5.3in/hr. S = 2.6% Q2 _. 1.3 cfs Q100-= 4.8.cfs Basin D-2 A = 0.48 acres.(20,754 SF) C = 0.70: 12,.882 SF.© 0.95; 2,725 SF © 0.50; 5,147 SF © 0.20 L = 110' Tc2 = 9 min. Tc100 = 5 min. H = 2.2' I2 = 2.6 in/hr. I100 = 7.0 in/hr. S = 1.3% Q2 = 0.9 cfs Q100 = 2.9 cfs Basin D-3 A = 0.33 acres (14,575 SF) C = 0.37: 3,399 SF @ 0.95; 11,174 SF @ 0.20 L =,140' Tc2 = 13 min. Tc100 = 11 min. H = 2.7' 12 = 2.25 in/hr. 22 = 6.8 in/hr. S = 1.9% Q2 =. 0.3 cfs 0100• :_. 1.0 cfs Basin D-4 A = 0.74 acres (32,285 SF) C -= `0.-68: 20,780 SF @ 0.95-; 11,505 :SF @ 0.20 L = 3501. Tc2 11 min.. Tc100 = 7 min. H = 8.5' 12 = 2.4_in/hr. I100.= 7.0 in/hr. S = 2.4% Q2 =.1.2 cfs Q100 = 4..4. cfs Basin D-5. A = 13.14 acres (572,328 SF) C = 0.38: 127,308 SF @ 0.95, 25,531 SF @ 0.50; 419,489.S,F @ 0.20 L 1000' Tc2 = 35 min. Tc100 = 30 min: H = 18' 12 = 1.3 in/hr. I100.= 4.15 in/hr. S.= 1.8% Q2 = 6.5 cfs Q100 25.9 cfs. Basin D-6 A =-1.94 acres (84,507 SF) C =.0.39: 17,435 SF @ 0.95; 9,270 SF @ 0.50; 57,802 SF Q 0.20 L = 340' Tc2 = 21 min.. Tc100 18 min. H = 5.5' 12 = 1.8 in/hr. .= I100 =. 5.4 in/hr. S = 1.69s` Q2 = 1.4 cfs Q100 = 5.1 cfs Basin D-7 A = 1.49 acres (64,698 SF) C = 0.58: 30,666 SF @ 0.95;.5,279 SF @ 0.50; 281753 SF @ 0.20. L = 200' Tc2 = 9.min. Tc100 - 6 min. H = 8.4' I2 = 2.6 in/hr I100 = 7.0 in/hr. S = 4.29 Q2 = 2.2 cfs Q100 = 74 cfs Basin D-8 A =.7.90 acres (344,067 SF). C = 0.70: 228,965 SF o o.95; 115,102 SF @ 0.20 L = 1150' TC2 25 min. Tc100 = 14 min. I2 = 2.6 in/hr. I100 = 6.15 in/hr. S = 1.0% Q2 = 14.4 cfs Q100 = 42.5 cfs DETENTION A-= 16.95 acres (73-8,�183.SF) Basins D-1 thr.u.D=5. C = 0.39: 178,209 SF O 0.95; 33,379 SF O 0.50; 526,595 SF 0 0.20 2-Year Historic 3.8 cfs 100-Year Historic 13.7 cfs 100 Yr. D in./2 Yr. H out 100 Yr D in./100 Yr. H out TIME I100 Qin Qrel Detention Qin Qrel Detention 3.8 cfs 13.6 cfs. .20 5.2 51,562 4,560 47,002 51,5.62 16,440 35,122 25 4.6 57,016 5,700 51,316 57,016. 20,5.50 36,466 30 4.2 62.,469- 6,840.: 55,269 62,469 24,660 :*37,809* , 35 3.8, 65,940 7,980" 57,960 65,940 28,770 3.7,170 40 3.5 69,410 9,120 60,290 69,410 32.,8.80 36,530. 45 3.25 72,509 10,260 62,249 50 3.0 74,368 11,400 62,_968 55 2.8 .76,351 12,540 63,811 - 60 2.6 77,,343 13,680 63,663 65 2.45 78,954 14,820 *64,134* 70 2.3 79,822 15,960 6.3,862. 75 2.15-79,946 17,100 62,846 4J •,-I U A U on G W O r-i O N •r7 a H t1 41 O • >1 N y A A O O m N C1 CA M lO V 4-1 - LO) - . lO CO t, M M O cn U N . . W ra •--I .-1 H H H ri LO >_i . ri u >1 ro � cP cis eP dP d? dP dP ro u Q) . O \O co co Co N l0 N . . . . . 43 0 0 0 0 0 0 0 N to fA 44 U ,p U = = - - - - _ • CD w N �* v .0 ri . vit * . .. q N N N N N N N -r M N O 00 O_ M m C% N ri N l0 a 44.. -till %0 W_r,.rli O M N >- ri ri ri ri M ri ri In �, 4J N O LL r 4J •ri ' . O . •�-I ri ri ri ri l� � N N N N N N N. N M yJ 4.) N •ri Q! `a 3 o r O co rr4 In In %D 1` r- _q;v qzr. � o to In Ina p � 44 ri •H co -o I O ri N N 1 O N N . ri .rq .. . N `O Ill to •GI .,..1 .. 4JN AG] QJ _ ri N N t+l co M t� .H 44O. 'O N N t` N Ln M t0 .-i M JU CO co m N N 4 � M C N N N N N N cv H H N �"� U U to Ln -0 o 0) 0k to U N M . MM l�� 4a ii N N ri O _ 1 A. I ri N N .. 1 A CO I I A rd W 4a 4 ro 0 •rj N t3 JJ CA U O A A 1 1 m O •'i C •. A A C) CO N N r- r- r- r . Ol .. U a N o N H U a ro •ri Si n, N C LL U r1 N M ;v to to co Agent " M. nu.n,m mu- uw. a. USSR q'. 3.8 eu qu 12.7 to m un.a, v1Zn 1S bond. a. a.0 aaa• .a u. a:u .a a. Mon imaging [. ,.x. 6.7 time. Or .,m Nw 33.9m is vIt, 63 Us. MNa . aae Za hu 1.5 a.. Ulf. It a...,s to 11.2.a 0.0 $2.4 a.. $ENELA STREET SECTION t?scr 1 ltLO DETENTION SOCCER FIELD Lqwm ,, p,is c. e.aa e[ 13.9 a.w a:: 53.4m. I Me ,nw .. ga.,a n. qae ,e av e. aao. ga_,u .e. rta a, 0.1 . m3A6 In a.:. So 2 a. :::: .,.,. ..a., SECTION B 9ULE 1•�Z aSAs me '-,a6.vu y.3 me hs ., «. 02.20 : cv ,.y. net .1 n. qu 4.4a. ��my. .,. ':: Pa , ,,.,,, IF e......,,..s, s,,,.20 is � x,w."SO. a-,.p of na, qx JS.vw mome 0-6 n :IS. ' mase.. de 1.2 added. -w .c as bass aw uq. SS@ am a.a .a 'too 16 _ ..._._ _._.,..0 ..sa1M. U. u as a,m q, ,-,., 47.5.b Mon n.wn.m'sO.S. n...,. I. GP ENGINEERING SECTION A PROFESSIONALS, INC. z000 Vermont Del"$UCE I'.5 Fort Collins.lins. Colorado 80525 (JOJ) 228-38525852 1 Pipe T8 collector let i _, .23.01 e.S1 44 2.4 �6.4 3.20 M. Cro e'icd L ds& So and L cacm signed L[¢e deteae;oa none,rac O.0 c_c eCm ].6 cfsl. Ccignsa for 5 ace SKae[ Co Dc designed elon9 ;-T imO[eva¢mea for Smeea Se_ec[ by .aneea and A.aeiae<c. sttavz i..a--'--- `_'[e �. Lavlp 9 a2 a_aaq v_ 1 ;e?imaean-- for notion 4[[aa: )9 Pa.. "IeI'd THIS MAP 15 PCi NOTE OF DRAINAGE BASINS ONLY-Me PHASE Z FINAL GRAVING REFER TO PLANS BY WJM ASSOCIATES' LEGEND EXISTING CONTOUR PROPOSED CONTOUR —� --- HISTORIC BASIN BOUNDARY -- III --- DEVELOPED BASIN BOUNDARY PROPOSED STORM SEWER W/END SECTION AND INLET lam! PROPOSED BOX CULVERT �l W/ HEADWALL ® OFF -SITE DESIGN POINT ® ON -SITE DESIGN POINT D_ X DEVELOPED BASIN DESIGNATION W~_ W 1— U a U Z J , cc w WL r N F-Oct 0/� Z xcn < N =AIIIIIj M= Mon) O 0)� Val r If '8T WJM ASSOCIATES FINAL DRAINAGE AND PRELIMINARY GRADING PLAN 206.21 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1. FINAL DRAINAGE REPORT FOR REGENCY PARR P.U.D. FORT COLLINS, COLORADO c - April 27, 1987 Prepared by: Parsons & Associates Consulting Engineers 432 Link Lane Plaza Fort Collins, Colorado -80524 (303) 221-2400 Project No. - 86.29 REG PROPOSED LAND USE The proposed development for this site will consist of 42 single family lots. The existing streets, Hilburn and. Craig, along with the three proposed Cul-De-Sacs will provide the interior traffic circulation from these units to Seneca Street and Regency Drive. HYDROLOGIC ANALYSIS The Rational Method has been used to calculate the stormwater runoff flows for the developed 2- and 100=year return period storms for the Regency Park P.U.D. The design plans define `sub - basins A through E-E, and Table I summarizes the results of the hydrologic analysis.of these sub -basins. c The historic -runoff flows will not be considered for this development since the proposed regional Detention Pond No. 1 for the Mail Creek Drainageway is located adjacent to the site at the Southeast corner of the intersection of Wakerobin Lane and Regency Drive. Offsite runoff generated from sub -basins 75 and 80, as shown on Figure 1, has not. been included in the analysis. The 100-year developed runoff from sub -basin 75 will be routed through the site in an open channel along the North side of Harmony Road. The developed runoff from sub -basin 80 will be assumed to flow along the Northwestern side of Seneca Street then Southeast along Regency.Drive to -the regional detention facility. HYDRAULIC ANALYSIS The hydrologic analysis for this site utilized the existing public streets as the major conveyance of stormwater. The results of the study assume that all water is carried by the streets; however, the capacity of Hilburn Drive is exceeded by the initial storm approximately 200 feet West of Regency Drive. At this location, a storm sewer system has been initiated which flows into Detention Pond No. 1. Inlets and curb chases are provided at low. points in the flowline of the curb and gutter or as previously mentioned where the gutter capacity of the street is exceeded. Open channels will be provided to route offsite runoff through or around the development in addition to stormwater generated within the site. The channel North of Harmony Road is sized to carry 56` c.f.s. (design flow X 1.33) at a depth of 1.4 feet. An existing 42" R.C.P. culvert under Regency Drive routes this runoff to the regional detention pond. The open channel along Seneca Street is sized to carry 274 c.f.s. at a depth of 2.65 feet. The runoff then crosses under Seneca Street through existing double 42" R.C.P. culverts. These culverts will have the capacity to carry the 10-year developed flow of 102 c.f.s.. Runoff in excess of the 10-year storm will flow into Regency Drive, down Regency Drive to Wakerobin, then down Wakerobin where it will flow over the sidewalk into the detention pond and into the 27" X 43" concrete arch pipe provided farther to the East. DETENTION STORAGE Stormwater generated from this project as well as.subsdquent developments upstream to the West will be detained_ in regional Detention -Pond. No. 1. This facility will have,an approximate surface area of 7.3 acres at a high water surface elevation of 5101.0. It has been designed to detain the 100-year developed runoff from approximately 195 .acres upstream,ok. which. Regency Park P.U.D. is a part. CONCLUSION Drainage from the Regency Park P.U.D. has been accomplished by means.of existing street, open channel and storm sewer conveyance to regional Detention Pond No. 1. Only 2- and 100-year developed flows have been considered in the analysis due to the proximity of this facility. The existing storm sewer system has been incorporated into the design to reduce the initial storm.runoff flowing in the streets and at low points in.the curb and gutter flowline. The proposed 42 lot single. family development' to 'the. north of Hilburn Drive and the proposed multi -family development to_the south of Hilburn Drive will not .affect - the capacity of the existing storm sewer system. It will continue to function without modification. If..the multi -family development alignment should be changed for its final submittal. A new report for its portion will be submitted for review. ..Prepared.under.the.direct supervision of: �0 al. Pq,��, . AN leelliol� Donald M. Pars9fis, P.E. ° Colorado Licen#e #13131 ;4 13131 9 to O 4 OF CO . ,r�r4rrnrH+rr�d 1 . 1 • - ■ ■ • ■ • Norse-foo j3,■.Ro d Nlk63 • I' ° I • ■ 2 pop • • h ■ 11,11,1111, + F �8 1 • �8 I I ♦ I I 48 \ n 47 ` 0 44 ■. ■ \�0.3Mccle ens v \52.5 �r 1 1. 9ew� 79 i I -A� 17.y� L8_4 93 x\ �� 24 Area29.2 4.11 70 19.7 32PS 21 1 •.jIFl,lbur Mei a.2.7 20*11 19 ►Z I \., o %C38 5/ •/ 1 1 Figure 1 1 • No Text W tr.r O� AD V1 M m a` O% M ul .t a` to %D O\ ul N 00 .7 00 IIO 4 rl M M M N .--� .--1 .--I M .--1 .• .--r N rn%o M Ln O 0 O '-I N N Q W r` 00 Ln n d O M .--i n �o ON 00 �O 00 M N 1 00 rf) M N Ln M .7 .t N M .t M .7 M M N N %O M rrl .t .t .t .--i %0 �O W ,T n d f` m OWN M ON tl a 1 u'f N M �0 LnM u1 M CDO O O O O O O O O O O. O O O O O O O rn H %0. Ln .t .7 M Ln Ln in Ln Ln .t .7 r, ''n . r- r` n r` r` r\ r, r,. r-, r` r, r` r,r,i, r� r, N N 00 O% M %0 N r` co O O% 00 Ln .t O% O% M O O .--I N O N M m M M M O M.7 O .t H .--I ,� .--I ..•� .-I r-r .--1 N .--1 �-+ .-� .--I N N M M M M M M cn M N M M M rM C4 M N rd W rl � p .Zr 00 r-I 00 " N M 00 O\ 00 as. O ,O O O O O O O O O O O Q O O "0 O ri U M %O .--4 N M O O O4 '0 n C� 00 N L 1 Ln 'n Ln rf1 It; ul V1 L 1 Lr to L 1 ul V1 V1 9 V; rn n U 0 O U . 00 n 1 %0 Q 00 :--� . M N N . O� r1'1 .� 00 O� m�O m Ln - �O O O O t` CON O �O 0 U 00 n Ln . Ln . .1 . .-+ O 00 . a% .4 00 '-r Ln �D Ln u1 t!1 Ln rr) Ln rf) N %D M M Lr) �o C.4 �O H N M N .t N N N. N M O EA w . 44 Ln In Ln V1 Ln 0 Vl u1 Ln Ln Ln Ln Ln Ln Lr) Le) M Ln -M v1 Ln M Ln Ln to Ln u1 � O'O Ln C. U N Cl N N N N N N N N N N CA 01 CA ON 01 ON M m m 01 01 01 O% O% 01 r�,00 O% r, N O 0 ' w O1 rd 0 .-r n 00 n ON .ti Ln '-r O .--r %O ON O% n 00 n Ln r` M rn - 00 M .t .7 M .t Lm 00 OC w H 00 O% M %O .4 01 r` 00 CO 00 n t�- to .t t M N N N Ln N .-4 N M 00 O 00 rf 44 rd N M .t Ln %0 rl 00 ON O. .-a N M .t M %0 r` 00 O% O 1-4 N M .t V1 �O r\ 00 0% O 1I, W O .-4 .-4 14 .-4 14 �4 .--r N N N N N N N N N N M ri vw to co C PI 'cI a0 d CaQ U W Gv U '.0 H r'7 p4 .�4 Z O P+ O' 04 rn F-F D D 3 DC p4 N 6 I I I aaUQr= A ' W p No Text f/� PARSONS & la ASSOCIATES CONSULTING ENGINEERS Ft.Collios.Colomdo SOS24 1c CLIENT non mcT 11DE BY ✓'✓ • DATE 3'15 t� CHECKED BY JOB No. .CALCULATIONS FOR �U'f ri:4 . .OP*W DATE SHEET OF 9.qm. 1. . 1 1� 1 1 1_ 1 1 1 1� , 1 1 1 1 1 1 1 / PARSONS & IR ASSOCIATES CONSULTING ENGINEERS Ft. Collins. Colorado 80524 CLIENT PROJECT q MADE BT� DATE - ` • "i+Q CHECKED BY JOB NO. CALCULATIONS FOR DATE SHEET OF I ' I 1 PARSONS & Irk ASSOCIATES CONSULTING ENGINEERS Ft. Collins. Colorado 80524 K 1 Il 1 1 1 0 1 C 1 1 1c CLIENT �JJOQQQB♦ 1,10 PROJECT CALCULATIONS FOR`��/6AV-A1` o KI5 • IuIu`T �7 I !� MADE BY_ DATE CHECKED BY DATE SHEET -*-16 1 1.0 12 10 1 9 11 8 10 6 .8 >~ ILL 10 9 w 4 .7 3 1 8 w z - .6 7 b,,iw ` � 2� � o 1 P° L _ z .5 -- - �Po r t_a Z 1 0-.8- _o 5.5 w us .6 o 1 5_ z uw. .4 z w .4 = ? 4.5 z 0- .3 w 1 _ s w o s 4 '-' .2 0 o z_ z s 1 Z w ' 3 3.5 . W iz o" ' o a -� .I o" 1 I" u- U. .08 f .25 3 ~o .06 0 = s � Z 1 w s w s s .04 0: 2.5 a .03 w 1 .2 ' Q 3 a .02 0 1 2. a � F•„ a. .15 .01 w 0 1L 0 0 0 1 [.5 --- - Yo a 0: -- - -- a=2 5 4 3 P; 1.5 1.0 8 .7 .6 .5 .4 .3 .25 .2 qV- 1 Figure 5-2 NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2" Adapted from Bureau of Public Roads Nomograph 1 MAY 1984 5-10 DESIGN CRITERIA • I Ea EQUATION: 0 • 0.5• ISi Ski h 10000 9000 8000 7000 6000 5000 4000 2000 \ 1000 900 -800 700 rll 600 500 400 Q 300 _ 44 100 90 80 70 60 Gr 40 30 20 E V..? *-(o n Is ROUGNNEss COEFFICIENT IN MANNING 10 FORMULA APPROPRIATE TO MATERIAL IN GOTTOM Of CHANNEL E Is RECIPROCAL OF CROSS SLOP[ .08 REFERENCE. K K S. PROCEEDINGS is". .07 PAGE IM EOUATNNI 1141 .06 EXAMPLE ISEE CASHED limes$ 100 .05 GIVEN. S • 0.03 70 E . E4 1 fn J +/n • .zoo LL so .04 n • .0E a• ozz U 30 w 20 FIND. 0 • E.0 CIS — to _��__-----L ' .7 .-. a W .3 w .2 INSTRUCTIONS (r� I • j .01 tio: w 1. CONNE CT E/n RATIO WITH S OR Is) Q Oa Z AND CONNECT DISCHARGE 401 WITH =" �03 Z .008 DEPTH Ial. THESE TWO LINES MUST (n COMPLETE •Qp QT .007 (n INTERSECT AT TURNING LINE FOR COMPLETE SOLUTION. Q .OI �'�r, .006 E. EoR SHALLOW I _ T N Y .005 V-SHAPED CHANNEL i LL AS SHOWN USE NOMOGRAPH O WITH E • T .004 7 w _ fl. 3. TO DETERMINE A rj 0 .003 DISCHARGE 0• IN • •, •FS PORTION 0f CHANNEL IiI V, HAVING WIDTH S: 1�R� DETERMINE DEPTH i FOR TOTAL OISCHAR GE IN .002 ENTIRE SECTION O. THEN USE MONOGRAPH TO DETERMINE OR IN SECTION O FOR DEPTH j•a-($I - •. TO DE*urINE o1scH•RaE IN COMPOSITE SECTION.. FOLLOW INSTRUCTION S. TO OBTAIN DISCHARGE IN ��R +'j .001 SECTION* AT ASSUMED •Eli-a'1 DEPTH a , OOTAIN 0, FOR From BPR SLOPE RATIO E, AND DEPTH i' THEN 0, • 0, . 0, Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) 10 2.0 Ica, 80 .70 60 LL 40 .30 v .20 Z 0- I— (n .10 w n. .08 w w .07 0 06 Q .05 m ^� .04 J V .03 Q h- a .02 w 0 as MAY 1984 4-3 DESIGN CRITERIA 41, . . .... . ....... . . 10000 9000 6000 7000 6000 5000 4000 2000 1000 900 800 00 � 600 500 O 400 Q 300 200 100 90 80 70 60 Alp 40 30 20 10 i 2.0 !r r L EQUATION: Q • O.50(A) f7 J' n IS ROUGHNESS COEFFICIENT IN MANNING .10 FORMULA APPROPRIATE TO MATERIAL IN BOTTOM OF CHANNEL I.O. E IS RECIPROCAL OF CROSS SLOPE .08 RLFEREWA- H. R. t PROCEEDINGS ISM, .OT PAGE ISO, EQUATION 4141 80 06 - .70 EXAMPLE IEEE DASHED LINES) 100 LL .05 GIVEN S • 0.01 .60 ' E4 N 70 \ ■ 1 50 .04 .02 U 30 U. r • 0.E2. LL FIND, Q • E.0 crS _-- .03 .40 __ ------ to Z --- - 7 _ Z 0 Z .30 .02 CY 1 .D in v .20 .3 w Y Z INSTRUCTIONS �` 'w C7 J p .1 .01 1. CONNECT E/n RATIO WITH SLOPE ISI\hy, Q .05 Z AND CONNECT DISCHARGE 101 WITH 4 .03 x .008 . ♦��- DEPTH IT). THESE TWO LINCS MUST U 0E Q C INTERSECT AT TURNING LINE FOR y/ ,GOT V) .10 W COMPLETE fOLYT10N. .006 V a. .08 I.FOR SHALLOW T I .005 1 - W N-SHAPCO CHANNEL' 0 •Q7 AS !MOWN USE MOY06RAPH .,. - - .06 WLTH[. Y ,.00..4 CL .05 G ri O .003 S. TO DETERMINE ' CoO[ _ DISCHARGE OF IN D � N � r .04 .- PORTION OF CHANNEL _ ( HAYING WIDTH %: -DETERMINE DEPTH r FOR TOTAL DISCHARGE 14 .002 .03 ENTIRE S[CTION-a. THEN USE MOU04RAPH TO DETERMINE O• IN SECTION a FOR DEPTH 4Q Y • r - (_) ...l. rA 4. TO DETERMINE DISCHARGE „ Ar .O2 _ IN COMPOSITE- SECTION.- R R FOLLOW INSTRUCTION S. • a• W .001 TO OBTAIN DISCHARGE IN R- E•y SECTION a AT ASSUMED • E•UJ I DEPTH r ; OBTAIN OA FOR - - From BPR - SLOPE RATIO [R AND DEPTH > THEM O, . 0• • 0• Figure 4-1 .01 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads,1965) MAY 1984 4-3 DESIGN CRITERIA ;'009'- I -I 1.0 12 5 .9 11 18 4 3 10 6 .8 F F= 1L 9 0 4 2 w -H 7 i� w o: 3 8 w �z 1.5 a. vi 2 � 7 gym% eyPi ' z 1.0 _z =cam.PleP _ J 8 9 5ao .8 w 5 i z 6 0 7 .4 z w ( 6 z 4.5 Z. ao 3 _ w -- 4 r O 2 5 c� x 0 z z o w .3 3.5 w w .4 a. -I O O I w 0 o wo .08 .25 3 o .06 ( 3 x x co c� U- z w w o: .04. x .25 x 2.5 x .2 0_ .03 - a } 3 a .02 0 '2 a _ 2 a � a.. .15 L .01 aa .15 u O O Yo a Figure 5-2 NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2- Adapted from Bureau of Public Roads Nomograph MAY 1984 5-10 DESIGN CMERIA i � PARSONS & 08 NO. `I f� ASSOCIATES CALCULATONS FOR//9 '•/� S CONSULTING ENGINEERS I I rnnrII FI.Collins.Colorado 80S24 MADE BY I Of DATE"'• CHECKED BY DATE SHEET_�O OF. _ PARSONS Bc CLIENT L Y/^� /'�(�� JOB NO. S 1 Q Irk ASSOCIATES PROJECT V CALCULATIONS FOR .1/TZ L✓IS ' CONSULTING ENGINEERS a Ft. Collins. Colorado 80524 MADE BY �, Q, DATE 82¢�e CHECKED BY DATE SHEET 11 OF�j oo1L I 1 I i 1 i 1 v 1 1� 1 1 1 1 1 PARSONS & CLIENT kfr,,1 �y � JOB NO. BG.-L_1 @tF4 Ir-l- ASSOCIATES PROJECT CN �/�Is /� CALCULATIONS FOR -,,:�F*5 Y s CONSULTING ENGINEERS Qr2A. p1 1 _ FL Collins. Colorado 80520 MADE BY • DATE e� iOiCHECKED BY DATE SHEET-+y-OF� i 1 C 1 1 1 u 1 1 V. 1 u 1 1 i 1 1 1 C 1 /3 PARSONS & CLIENT-J_LM15,+ i' /�� JOB NO. VLO' -/ 'Ry Irk- ASSOCIATES PROJECT " 1/y/7�n{I� Rib CALCULATIONS FOR V �1'T Q15 CONSULTING ENGINEERS Ft. Collins. Colorado SOS24 MADE BY � I (A] V t DATE 3 -24 CHECKED BY DATE lob SHEET OF PARSONS & CLIENT 7JJ �v � JOB NO. �A ✓ • ",w' /ram ASSOCIATES PROJECT & �Ig,' �� `•�`�' CALCULATIONS FORM%)r Am QID CONSULTING ENGINEERS 9 F1. Collins.Colorado 80524 MADE BY,' '� DATE r� CHECKED BY DATE SHEET OF I I I 11 I k I 1 I i I PARSONS & CLIENT JOB NO. ASSOCIATES PROJECT qf%GA:VJ Q4 If:FNe-iZ- PUP CALCULATIONS FORZ*P�� CONSULTING ENGINEERS MADE By. -2 1 Ft. Collins, Colorado 80524 -c) DATE "R' CHECKED BY DATE_ SHEET OF ......... . . .......5........ . . ........ . . .... ..... . ............. . ....... ... . . . . ...... .. ........... 4 .... . . .... A... ......... .... ..... .... . ..... .. . .... . . ..... ........... . Ull .... .... ... .... . . .. .. ....... ..... . .. .... j PARSONS & CLIENT " QkTIr T lI'V1�19y 1� vJOB NO. �/�s� 1 ASSOCIATES PROJECT CALCULATIONS FOR�y�� ��IS CONSULTING ENGINEERS Ft. Collins. Colorado 80544 MADE BY I l DATE '24 6 CHECKED BY -DATE -SHEET OF.�� i No Text £ } .. :... - .- i- ` ; �- -;-- � - PARSONS & CLIENT JOB NN2O. /� ASSOCIATES PROJECT CALCULATIONS FOR ✓ 1 I Oy4 n CONSULTING ENGINEERS Ft. Collins. Colorado S0524 MADE BY DATE CHECKED BY_ DATE SHEET OF � CUENT JOBNO. PROJECT CALCULATIONS FOR MADE BY DATE CHECKED BY DATE SHEET OF-1___ a PARSONS & Irk- ASSOCIATES CONSULTING ENGINEERS FI.ColH.,Colorado SOS24 f 1 1 V 1 1 1 1 1 1 1 1 F- /� PARSONS 8c CLENT JOB NO. ASSOCIATES PROJECT CALCULATIONS FOR ./C QJ CONSULTING ENGINEERS - Ft. Collins. Colorado 80524 MADE BY DATE CHECKED BY DATE SNEET OF, E { 3 i _... a PARSONS & Irk- ASSOC►ATES CONSULTING ENGINEERS FL Collins, Colorado SOS24 CLIENT_ PROJECT MADE BY. DATE CHECKED BY JOB NNO..�(. CALCULATIONS FOR .VI �1 ©/S �] DATE SHEET vim/ OF J� 1 1 1 1 1 1 IC 1 1 1 1 i 1 1 1 1 El NO " F - " 3 3 3 ]fjj 3 y i F 5 5 -t I ! i 1 r 1 . j t No Text No Text PARSONS & M3ASSOCIATES CONSULTING ENGINEERS F1. C.Iii... Coioredo 80524 1 i 1. 1 1 1 k 1 1 1 1 1 1 1 1 1 CLIENT JOB NO. PROJECT CALCULATIONS FOR MADE BY DATE CHECKED BY DATE SHEET i`� OF PARSONS & CLIENT JOB NO. ' a ASSOCIATES PROJECT CALCULATIONS FOR 16 V PIS CONSULTING ENGINEERS Ft. Collins. Colorado 80524 MADE BY_ DATE CHECKED BY DATE SHEET �i OFiv 4 Le 2%c Ste') { 1 t . .. 69. y.. 314 L,�,I� �_ � �►. _ GaJ k PARSONS & CLIENT JOBNO. Ir�-1 ASSOCIATES PROJECT CALCULATIONS FOR CONSULTING ENGINEERS CHECKED BY_ DATE SHEETOF� Ft. Collins. Colorado SOS24. MADE BY DATE t s/u s _t i 1 llti-;---�'._4iL _ ..y. I t • v • f I ... .. i ... 1 i f f j _i t • 1 • a� i i f I i PARSONS & /a ASSOCIATES CONSULTING ENGINEERS Ft. Collins. Colorado 80524 i CLIENT_ PROJECT MADE BY, DATE CHECKED BY JJOOB}B NO. n '^ CALCULATIONS FOR y ` LJJ Q L5 DATE 5HEET-2-a_ OF 11 .1 I I fRPARSONS & ASSOCIATES CONSULTING ENGINEERS Ft. Collins, C.I.,ad. 80524 CLIENT_ PROJECTMADE By z DATE - CHECKED BY 2 ....... .. . JOB NO. CALCULATIONS FOR DATE- SHEET OF 1 '31 . . ......... . .. ...... . ..... ..... . . .. . . PARSONS & CLIENT /JOOBB,��NjO. �7 f� ASSOCIATES PROJECT CALCULATIONS FORd./ 1 / IS CONSULTING ENGINEERS Ft. COIIj...COIo,.d080524 MADE BY -DATE -CHECKED BY DATE '$MEET=/�OF,J_ PARSONS & CLIENT JOBB NO. AASSOCIATES PROJECT CALCULATIONS FOR CONSULTING ENGINEERS Ft. Collins. Colorado 80524 MADE BY_ DATE CHECKED BY DATE SHEET 1i� OF _ ✓�i/✓ 3 < 1 I PARSONS & CLIENT_ Ir�-1 ASSOCIATES PROJECT CONSULTING ENGINEERS Ft. Collins. Colorado 80524 MADE BY JOB NO. /J Q Qt CALCULATIONS FOR DATE CHECKED BY DATE SHEET J 3 OF JOB NO. PARSONS & CLIENT I ASSOCIATES I-RojEcT CALCULATIONS FOR CONSULTING ENGINEERS CHECKED BY DATE- SHEET OF Ft. Collins. C.I.,ad. 80524 MADEI BY DATE- �LSI . .... ..... .. .. ... ... - ;L . ......... -4- I to ........ ... . . .... .. ------- - ----- --- - ....... .... ..... ...... . . .. .. ....... .. ........ ... . . ...... . .. ... .-A .......... . .. .. . 7- - - -- ------- .. ......... . .. PARSONS & CLIENT JOB NO. - ASSOCIATES PROJECT CALCULATIONS FOR 4 CONSULTING ENGINEERS Ft. Collins. Colorado 80524 MADE BY DATE- CHECKED. BY DATE- SHEET OF 3q A- ---------- -- PARSONS & Irk ASSOCIATES CONSULTING ENGINEERS Ft. Collins. Colorado 80520 CLIENT_ PROJECT MADE By DATE CHECKED BY JOB NO. I- CALCULATIONS FOR DATE SHEET 3/0 OF. -t�_ I I I I I I V- I fPARSONS & CLIENT JOB NO. It ASSOCIATES PROJECT CALCULATIONS FOR VP CONSULTING ENGINEERS cc'31 OF Fl. Collins. Colo,.do 80524 MADE BY �LODATE CHECKED BY - DATE _SHEET I A91 1- 1),M Amy� PARSONS & ASSOCIATES CONSULTING ENGINEERS Ft. Collins. Colorado 80524 CLIENT PROJECT -3 -? MADE By to 4CHECKED BY DATE I JOB NO. CALCULATIONS FOR-Df? 36 31 1 DATE- SHEET OF s 9ESI ao . .. .. ....... got (v - 67. DZ,,m A, ... . ........ 4 ..... ..... lie 11 0Iq 0IJAVtiti-611; A. 01-1 ...... .......... ......... . . .......... . ...... ..... .. . ... ..... .... d ------ ---- ..... . ... ........... . . ...... .. . .... .......... . .......... .. . .... . ... . ..... . .. .. .. ... . ... .. .. ... .... . . ...... . ....... .. . .. ?T1 44 1�z�mw— L,Z 4 . .. ...... 'Ait.... L ...... . .... ..... ..... . .... -7- . . .. ..... ... - - ------ --- . . .. . ..... ......... . .. ----- -- - . ........... ... .. ... .. .. ... ...... . . .. ... - ...... . ......... ... . ...... . .... .. ..... ........... - - -------- - - . .... ..... .... . . .. ...... 4- - 7 FPARSONS & CLIENT //JOO�B��l�t•, NO. p�j� ASSOCIATES PROJECT CALCULATIONS FOR6%4bGOr-lZ)(, IA LrU ;d Qf CONSULTING ENGINEERS jj Ft. Collins. Colorado 80524 MADE BY y•� DATE �� CHECKED BY DATE SHEET �OF�