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HomeMy WebLinkAboutCT 06-27; MUROYA SUBDIVISION; DRAINAGE STUDY; 2009-07-09- --.. -.. ----.. - --.. .. ------.. • .. - MIC!lVl!O AUG O 7 2009 CITY OF CARLSBAD PLANNING DEPT TENTATIVE MAP DRAINAGE STUDY for MUROYA City of Carlsbad, California Prepared for: Taylor Morrison of California 15 Cushing Irvine, CA 92618 W.O. 0042-219 July 9, 2009 Hunsaker & Associates San Diego, Inc. Raymond L. Martin, R.C.E. Vice President RECEIVED AUG O, 2009 CITY OF CARLSBAD PLANNING DEPT RECEIVED AUG D, 20~9 CITY OF CARLSBAD PLANNING DEPT MJ:de H:'REPORTS\0042\219\A03.doc w.o. 0042-219 719/200910:10 AM - ... -.. -• ... -- --- - ... - .. - Muroya TM Drainage Study TABLE OF CONTENTS SECTION Chapter 1 -Executive Summary 1.1 Introduction 1.2 Summary of Existing Conditions 1.3 Summary of Developed Condition 1.4 Summary of Results 1.5 References Chapter 2 -Methodology II 2.1 County of San Diego Drainage Design Criteria 2.2 Design Rainfall Determination -100-Year, 6-Hour Rainfall lsopluvial Map -100-Year, 24-Hour Rainfall lsopluvial Map 2.3 Runoff Coefficient Determination 2.4 Rainfall Intensity Determination -Urban Watershed Overland Time of Flow Nomograph -San Diego County Intensity-Duration Design Chart 2.5 Model Development Summary (from San Diego County Hydrology Manual) Chapter 3 -1 DO-Year Hydrologic Model for Existing Conditions Ill Chapter 4 -1 OD-Year Hydrologic Model for Developed Conditions IV Chapter 5 -Detention Basin Design Chapter 6 -Existing Condition Hydrology Map Chapter 7 -Developed Condition Hydrology Map Chapter 8 -Appendix V VI VII VIII DE.:!/J H:\~O~TSID:1421.219\A.CZ.doe w.o. 2551-3 5!4!200i 9:0S AM .. -- -- • .. ... .. • .. • .. -• - .. .. ... • --... .. .. ---- Muroya TM Drainage Study CHAPTER 1 • EXECUTIVE SUMMARY 1.1 -Introduction The Muroya project site is located south of Poinsettia Lane, bounded by Black Rail Road to the east and Aviara Parkway to the south within the City of Carlsbad, California (see vicinity map below) . NO SCALE All runoff from the site will drain to two (2) points of discharge, an existing "L" type headwall and the existing basin to the east. Runoff from these storm drain systems eventually discharge into the receiving Batiquitos Lagoon . Per City of Carlsbad requirements, this study analyzes developed and existing condition 100-year peak flowrates from the proposed development. Since the site lies outside any FEMA floodplain zones, no Letters of Map Revision will be required. Per City of Carlsbad drainage criteria, the Modified Rational Method should be used to determine peak design flowrates when the contributing drainage area is less than 1.0 square mile. Since the total watershed area discharging from the site is less than 1.0 square mile, the AES-2003 computer software was used to model the runoff response per the Modified Rational Method. Methodology used for the computation of design rainfall events, runoff coefficients, and rainfall intensity values are consistent with criteria set forth in the "County of San Diego Drainage Design CE:CJG H."'IREPORT~Z..Z19\A01.doc w.o. 0042-0219 11/2&'2006 5:26 PM -.. - -.. • -• - ... .. - -.. .. -- -----... - Muroya TM Drainage Study Manual." A more detailed explanation of methodology used for this analysis is listed in Chapter 2 of this report. 1.2 -Summary of Pre-Developed Conditions In existing condition, the proposed site consists of a small nursery and some natural lightly vegetated hillside that drains in a westerly direction. Runoff from the project site flows in a westerly direction to two (2) points of discharge; an existing "L" type headwall and an existing basin adjacent to Nightshade Road . Storm water runoff generated by the northern portion of the pre-developed site will be conveyed via brow ditch to an existing basin. The runoff is then confluenced with some natural runoff at the existing detention basin prior to connecting with an existing 24-inch RCP storm drain within Nightshade Road. The remaining portion of the site flows southerly to the existing "L" type headwall where it enters the existing 36-inch RCP storm drain along Towhee Lane. Per the "2003 San Diego County Hydrology Manual", a conservative runoff coefficient of 0.42 was selected to represent the current naturally vegetated terrain found on the Muroya site. Table 1 -Summary 100 Year Existing Conditions Runoff Drainage Location Drainage Area 100-Year Peak Flow {Ac} (cfs) Existing "L" Type Headwall 14.0 21.7 Existing Basin 3.6 6.7 TOTAL 17.6 28.4 1.3 -Summary of Proposed Development Located on an 18-acre site, the proposed Muroya development will consist of thirty seven (37) single family residences. Per criteria set forth in the "2003 San Diego County Hydrology Manual", a runoff coefficient of 0.57 was selected to quantify the rainfall to runoff response of the site. Storm water runoff generated by the proposed development will be flow to two (2) points of discharge; an existing "L" type headwall and a proposed basin adjacent to Nightshade Road. Storm water runoff generated by the northern portion of the development will be conveyed via a curb and gutter system to an inlet located within Private Street "A". The runoff is then conveyed in a westerly direction via storm drain to a proposed detention basin prior to connection with an existing 24-inch storm drain. It should be noted that this proposed detention facility is for peak flow attenuation only . DE:OJG H:IREPORTS\0042\21!MOI.Cbc W.Q. 0042-0219 11/2812006 5:28 F'M -------I I I I I I I I I I J I -------I I I I I I I f --------- WATERSHED BOUNDARY i FLOWLINE -···-···-·--J 0 I NODES I I SUBAREA AREA 11.00 ACRES! I l ' I I I I ! r---- 1 I I I I I 1----...L ___ _ I I I ' !-....-------- ·--" l'll!&f j ,. I I I i I ' .L. I I I I I I I I I I I I I I I I I I I I / I I ;· / I / / / / EXISTING CONDTlON HYDROLOGY EXHIBIT FOR: MUROYA CITY OF CARLSBAD. CALIFORNIA I / / I SHEET 1 OF 1 --- --- .. .. • ... -- -- - - - - -- Muroya TM Drainage Study Developed storm water runoff is routed through a detention basin located in the northwest corner of the proposed site. In developed conditions, the basin bottom elevation will be 308 feet while the top elevation is 312 feet. Flow will exit the basin via one 10-inch orifice built into the side of the 5-foot x 5-foot basin riser. The 10-inch orifice will route flow via a storm drain discharging flow to the existing 24-inch RCP storm drain system within Nightshade Road. This orifice has an invert elevation coincident with the basin bottom elevation of 308 feet. The 5-foot x 5-foot riser box, which will surround the outlet pipe, will be built to a top elevation of 311.4 feet. Once floodwaters exceed 311.4 feet in the basin, runoff will spill over the top of the riser and drop to the basin outlet pipe. Emergency spillway calculations show that the proposed riser has adequate capacity to convey the 100-year inflow of 11.1 cfs in the event of full clogging of the 10-inch orifice . Runoff from the southern portion of the development will drain via a curb and gutter system within Private Drive "C" to a proposed swale. Flow conveyed via the swale will then drain to the natural flow path discharging to an existing type "L" headwall. Runoff from the remainder of the existing natural hillside will also discharge to the existing type "L" headwall. The flow will then enter the existing 36-inch RCP storm drain along Towhee Lane. All pipes, inlet and rip rap design will be sized for the 100-year event storm event. Detailed storm drain system calculations will be provided at the final engineering phase. Table 2 -Summary 100 Year Developed Conditions Runoff Drainage Location Drainage Area 100-Year Peak Flow (Ac) (cfs) Existing "L" Type 11.0 17.0 Headwall Existing 24-inch RCP 6.6 6.7* Storm Drain TOTAL 17.6 23.7 •=routed via detention structure 1.4 -Results and Recommendations Tables 3 & 4 summarizes developed versus existing conditions drainage areas and resultant 100-year peak flowrates at the storm drain discharge locations. Per San Diego County rainfall isolpluvial maps, the design 100-year rainfall depth for the site area is 2.6 inches. DE:OJG H:\R.EPORTS'\0042\21!1i.A01.dat w.c. 00-12..(1219 11/2B/200Ei 5:28 PM " \\ " II 11 II! 11 I II' II II II II i 11 I II j II I II 11/ ,,,1 ----11 II \\ \\ ~ ._] ~--~~~-·- >--=--= "1=1~4-~5"""';~CR_,_, ---., I I I I '\'I; '\~ I I I _J_ __ ~ ~ ~~ "'· ~-;:~ ~- = -~~---,v ·., -~ /Y -. ,--:._. LEGEND WATERSHED FLOWLINE NODES BOUNDARY SUBAREA AREA 0 11.00 ACRES I 5D SI) 100 15!) ------- , -----_, -...,....,..,._~ r·=~-=::::- , J-,.- -~,~~~-=--'"-: --:- ~ ,-Z.1~-i.:..( j~ ',.,.~-"f ----. , . 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I I I I ---::: __ \\ \ I I I I I I I I I 1' •=• II I I \ \ ______ _ - \ I I I I I I / . . .,.,.. ' I \ I I I \ TOWHEE LANE l-­\ ----------------------------------------------- PREPARED BY: l'\A"N'..:. ,g';'I ....... ~ ~ ~Dq::.C..C:I ~~~-~lal DEVELOPED CONDITION HYDROLOGY EXHIBIT FOR: MUROYA CITY OF CARLSBAD, CALIFORNIA I SHEET 1 OF 1 ;lr\D321\.I.Hy;t'\J?lS~-!ltV.U•i;;t 1E7SJ!-'.::.rD-4-i!ui17il0:33 . i i ~ ... ... .... --- -... ... : ---- -- ! - - - ----• ... - Muroya TM Drainage Study Table 3-Summary of Pre Vs Post Developed Condition 100 Year Runoff Drainage Area 100-Year Discharge Location Peak Flow (acres) (cfs) Existing "L n Type Headwall ~ ~ Pre Developed Conditions 14.0 21.7 Developed Conditions 11.0 17.0 DIFFERENCE -3.0 -4.7 Existing 24-inch RCP Storm --------Drain / Existinq Basin Pre-Developed Conditions 3.6 6.7 Developed Conditions 6.6 6.7* DIFFERENCE +3.0 -0.0 •=routed via detention structure Table 4-0verall Summary of Pre Vs Post Developed Condition 100 Year Runoff Drainage Area 10-Year Overall Discharge Peak Flow (acres) {cfs) Pre Developed Conditions 17.6 28.4 Developed Conditions 17.6 23.7 DIFFERENCE 0.0 -4.7 As shown in the summary tables, development of the existing Muroya project site will have a positive impact upon the receiving storm drain systems. Per Table 4, development of the site will result in a net decrease of approximately 4.7 cfs in runoff. Peak flow rates listed above were generated based on criteria set forth in "San Diego County Hydrology Manual" (methodology presented in Chapter 11 of this report). Rational Method output is located in Chapter Ill and IV. Final storm drain, inlet and rip rap design details will be provided at the final engineering stage of the development. OcCOJG H:IREPORTSI00<2\?19\AD1.dOC W.Q, 0042-0219 11/281200& 5:26 PM '1\ II II II II II I I I!: II I I II I I II; J II./ ___/ ii/ u/ i /ii II \\ I), WA ED FLOWLlf\JE NODES BOUNOA.RY BAREA AREA 0) ,l.OO ACRESj I I I I I I .j I I I I I I I Rfct.AJMEV wArrn JJrr[k ---- I / I i I j \ '\• / \ \ i } L I I I I I I == 50 I . I '/ __ ,, I /-=o,_.-,•-i, I -, , , .. ,;:,c:,'1-:;; ! j ~ j -. 1 / "'·' ""'·' .. ,,;:~ "'''"' r;;t '"" ,.,·""" ::.:,_. i="""-. -,(I I i I' -.. --\ ."--t!'}l!it~~'.rl'!,;i f¥ 150 j --_.;!/'. ' -~ ,,,.,,,; ~;~----I i ------- --· j-L I I ~--I ---- , I I l f I ! ~~~y~-~,¥ ·"~"--~:5:---~"'.:::'li.:::'li~ ftt\·· E HEADWALL~ i / ',~~.J:~/ ! -- _J PREPARED BY: CONDITION HYDROLOGY ■ HUNSAKER ~ ;'-~,SOCIA TES ,co.,.,,::. MUROYA 1 OF 11..At-NIOC 'l1V\I ENO"llHINC ~ ~l<ffl:{ U\of"t1ts!C Dlq:u.C.fflrl ~ r,:11~.w. CITY OF CA RLSBAD, CALIFORNIA 1 R,\0321\t.Hyd\3211'H02-DEV .dlllg[]Jul-09-2009:1(!,17 .. .. --.. - - ---.. -.. - - - ----.. ---... .. ... -- Muroya TM Drainage Study 1.5 -References County of San Diego Hydrology Manual, June 2003 "Storm Water Management Plan for Muroya", Hunsaker & Associates, San Diego, Inc.; July 2009. "Improvement Plans for Carlsbad Tract No. 98-18", Michael L Benesh Professional Civil Engineer and Land Surveyor; July 2000. MJ:de H:\REPORTS\00421219\A03.doc w.o. 0042-219 7/9/200910:10 AM ... ----... .. - - - -.., - • • • - Muroya TM Drainage Study CHAPTER2 METHODOLOGY OE:DJG H.'\REPORTS1004Z>2!!1\AOl.i:loc w.o. 0042-<la19 11128/20055:28 PM ... ----.. .. . , ! 111111 -- 111111 ... ----.. .. - Muroya TM Drainage Study CHAPTER2 METHODOLOGY 2.1 -County of San Diego Design Criteria 01!:DJG H:\REPORl'S\00421219"101.doc w.0, 004i-021s 1112Bl200f.i s:2s PM - - - .. ., - - - - - .. • • San Diego County Hydrology Manual Date: June 2003 Section: Page: 2.3 SELECTION OF HYDROLOGIC METHOD AND DESIGN CRITERIA 2 3 of4 Design Frequency -The flood frequency for determining the design storm discharge is 50 years for drainage that is upstream of any major roadway and 100 years frequency for all design storms at a major roadway, crossing the major roadway and thereafter. The SO-year storm flows shall be contained within the pipe and not encroach into the travel lane. For the 100-year storm this includes allowing one lane of a four-lane road (four or more lanes) to be used for conveyance without encroaching onto private property outside the dedicated street right-of-way. Natural channels that remain natural within private property are excluded from the right-of-way guideline. Design Method -The choice of method to determine flows (discharge) shall be based on the size of the watershed area. For an area Oto approximately 1 square mile the Rational Method or the Modified Rational Method shall be used. For watershed areas larger than 1 square mile the NRCS hydrologic method shall be used. Please check with the governing agency for any variations to these guidelines. 2-3 -• ... - 11111 ,,, - ------.. -.. -.. -- • • - -- Muroya TM Drainage Study CHAPTER2 METHODOLOGY 2.2 -Design Rainfall Determination 100-Year, 6-Hour Rainfall lsopluvial Map OE:DJG /-l:\REPORTS\0042t219\A0t.dcc w.o. D042-0219 11/2612006 5:28 PM -• ---:-----· ' --~ • ·-·-·--'.~--· ~~-~--- • :__.~ • -.-·--'-·----c---' ,-~~C")c:_:_ __ ,-----,----,--------,-~~~+-.---'--;------'---'-----'--,-~ a --~~·==·~= __::___ ~__:__ __ ...;...._~-----i-,--"'co::---!~----;-....;._;__--,--,----,---~ ~ ~ -----L.c----'-.In. i.--; .. :~: ;-----;_: 1 : • ~ ----- ----'-----------'-----.. -·-·• ·•. -······-··-·--···-------'------+---'------'----'----AL--'.___:__::;::._:_:::::.:...~=----=i:==:::::z~;::;:=._;__ _ _;____~ __ _;_.:._ _ _:__ _ ___c..__j__ ____ ____;_ _ _:.__-1-___ _:__ _ _;__~--+----------:--:---,-f-------'--~---'-------,---,--33"30L• '----: -------··-------1 • • ' • --·-· ; : ___ ; _____ ·~~ ·----·-· ---· ----r-. -:>:' .. _ ..... : _____ ,~ ~S-· -;"-,·-"•' ~.~-: -::·,~_:·;./~}t ' . . . ..;......... __ _ ' .,.... .,.... ' ~ ---:------e- ' . . ·---,,.-""I··· t-,.i..1 -----~ :) ··-··-.·· lQ------c-.,.... ~--~--- ---:--1 -'-----"= __ ,_._! _________ T"'."'_, : ----------• -_· • : . --····-· -------··- ·-.. ,:_ :i~--~. ... ~ _ .. ---l1) ---- -~-~-------f''><---· .--"~12::rfc•" -··~--·- 32"45' ··~l=-···· ---··-;-·-.... / ( ... ~-~ ...... ' ~: -------- ~~~-~~~ '\\-, ' -• ' !---';---: ----- -; • --.----· ---· County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event -6 Hours lsopluvial (inches) iJ.N;.='=°e!! ~, ,,-.._c,;;,i;: II.':-.-:\:! :;~~~ !":T-i'JT.ai.•r S="'-~.f N + s 3 0 3 I'""-- n-us .. ~A? IS ?ROVJDEO WIT.---IOUT WAA'RAIITY OF ANY tQND. EJTI-!ER EX:PRESS OR tMPUED, lNCL.UOlNG, Bl!T NOT LV.\l,cD TO, lHE IMPLIED WARRANTIES OF N.ERCl-'.ANTABIUTY ANO FITNESS FOR A ?ARTICULA~ PURPOSE. Copyri;ht S2nG!S. All Rlgl\ts. Rts!rved. This prnduas may ccnl2lll mlom-.alicn from Iha SANDAG Re!J:onal Information S)"'Lem which canna. be reproduced wi!hout the written pel1"TU5ion cf SANDAG. This pmdud: may c:,nta;n information which has beon reproduced -v.i.h permission granted by Thorr.as Brolti~ ~s. Miles Muroya TM Drainage Study CHAPTER2 METHODOLOGY 2.2 -Design Rainfall Determination 100-Year, 24-Hour Rainfall lsopluvial Map □E:OJG H:\RE?DRTS\0042\21 Q\A01.doc w.o. 00-12-02t9 1112&'2000 5:2B PM =-=--, -----~-£ i • T~ -----,-• -;·----- -------• ~ -·-• ··--•-i -: -r·--= ·--. -- -i--!-: -~--,.----,---;---: -~ ·: -·---· '-t-:---OTan e : 3303 '. •. : CGHflty-i -.-,-. ------~ _ __: ~:"-· 33°15 ·--! --:---;-.:.---;---- __ ; __ -· -~c, ---~­ -, --·--'-~---cv ··------~ ·----;,..; _,.... L0-' _: --: ____ ·: ---~. ~::' -co-~---~ ..... ..... g,-, m-7-·· ~_:.__ ..... . ..... ' (0 -~___j __ _,__ ..... ................. ; . 33°30' . ~--·-----'""'--=- t-==--:-:<::-""-.': >-·· ~"-~-"-··-~~~~~--33~15' •· - --~.-.. _ .. '..--.:: .;:~=-:__ ___ ; ----___ _-•; 32°45'-'-. . . _L __ ~---·"'.;J" ~·' , ..... ~ .... ..:,_~~ ...... t • -: -~0~~::·~.i. --=-~=7 ~ 0-~~~A ?.'-:,----:-;;.., ,:.:.:£i:~ \:~~:?·=~Ji---:==~:~~:~:-~-:~;;.-·-,;_,:-··---•-"' ___ ""_--==- :-.::-• -::._-.:: •• ---I • ;~~;RI~\ i -, -~$5];::_~~;:--/t·-tt::)e> ::. l/, ;_~•"'•--_j-~Q~----,---------:-+--,----\~--= --;::----__ __,_ ---· _ ..... __ ) __ : ·-. __ : ____ . County of San Diego Hydrology Manual Rainfall Jsopluvials 100 year Rainfall Event -24 Hours lsopluvial (inches) -ARAANTY OF ANY KIND EJiHER EXPRESS n-us MA.:, IS PROVlDED WITrt~Uo•/''~~VlE) TO, THE ll.1PLJE0 WAR~TIES OR l~.i?UEO, fNCLUDlNG. ~D~ESS FOR A ?ARTICULAq_ PURPOSr=. OF MERCHM7ASILIT'r_' AN r 1 Co;iyrig~ SanGIS. AB. Rights, Reser.oed. ainlain infonr.alion from IMc SAAIDAG Regional ~i=~~ which cannot be reprodr..-ced wiihout tha v.Titt::n pem-Jssbn of SANDAG. Thi.s pnxtud. may contain information whi:.h has bee,-, reprod~ Wi'1 permissi::m gra..:ec' by Thomas Bro".har.s Ltaps. Miles '"' ... .. .. .. .. ---- --- .. --.. - -.. .. Muroya TM Drainage Study CHAPTER2 METHODOLOGY 2.3 -Runoff Coefficient Determination OE.:OJG H.1REPORTS\OO-(N19\A01.DOc W.0. 0042,.0219 t 1/2812006 :S::28 PtJ I J I • I • I I San Diego County Hydrology Manual Date: June 2003 I j I I I ' Table 3-1 I • I I I i I J Section: Page: RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient "C" Soil Type NRCS Elements County Elements %IMPER. A B Undisturbed Natural Terrain (Natural) Permanent Open Space O* 0.20 0.25 Low Density Residential (LOR) Residential, 1.0 DVIA or less 10 0.27 0.32 Low Density Residential (LOR) Residential, 2.0 DU/A or less 20 0.34 0.38 Low Density Residential (LOR) Residential, 2.9 DU/A or less 25 0.38 0.41 Medium Density Residential (MOR) Residential, 4.3 DU/A or less 30 0.41 0.45 Medium Density Residential (MOR) Residential, 7.3 DU/A or less 40 0.48 0.51 Medium Density Residential (MOR) Residential, I 0.9 DU/ A or less 45 0.52 0.54 Medium Density Residential (MOR} Residential, 14.5 DU/A or less 50 0.55 0.58 High Density Residential (HOR) Residential, 24.0 DU/ A or less 65 0.66 0.67 High Density Residential (HOR) Residential, 43.0 DU/A or less 80 0.76 0.77 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 I I I. J I _; 3 6 of26 C D 0.30 0.35 0.36 0.41 0.42 0.46 0.45 0.49 0.48 0.52 0.54 0.57 0.57 0.60 0.60 0.63 0.69 0.71 0.78 0.79 0.78 0.79 0.81 0.82 0.84 0.85 0.84 0.85 0.87 0.87 "The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pcrvious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU/A= dwelling units per acre NRCS = National Resources Conservation Service 3-6 - • ... - 111111 - --- --.. • • .. Muroya TM Drainage Study CHAPTER 2 METHODOLOGY 2.4 -Rainfall Intensity Determination Urban Watershed Overland Time of Flow Nomograph DE:DJG H:\REPORTS\004Zl219\A0f.®c w.o. 0042-0219 11/2812006 5:28 PM t •II l; l I I I If Ii t I I I 4 I I I & I 11 II II I Ii Ji JI J I-w UJ u.. 0 ~ w (.) z ~ fQ 0 w (/) a::: ::i 0 (_) a::: w !;: ~ EXAMPLE: Given: Watercourse Distance (0) = 70 Feet Slope (s} = 1.3% Runoff Coefficient (C) = 0.41 Overland Flow Time (T) = 9.5 Minutes SOURCE: Airport Drainage, Federal Aviation Administration, 1965 T = 1.8 (1.1~C) Vo 3Vs 20 (/) w I-=> :z: 5E ~ w ~ i= :s: g u.. 0 z 5 0:: w 6 FIGURE Rational Formula -Overland Time of Flow Nomograph 3-3 .... ... • -• - -- --.. - -- .... .. .. • Muroya TM Drainage Study CHAPTER2 METHODOLOGY 2.4 -Rainfall Intensity Determination • San Diego County Intensity-Duration Design Chart CE;l)JG H.-\R!;PORTS-2\2\IMO!.doc w.o. 0042-0219 1 \/21112005 S:211 PM I I I I i ' l J I I ' i I • I • • j I t EQUATION = 7.44 Ps o•D.645 = Intensity (infhr) I j 6-Hour Precipitation {in) Duration (min) I i o.sl--l-+++-H-I--HH--H--H-++++-14Hf-H-l#H-lmH#-H+-H+H-Hffl'l,l~ffitfHH-H-..,...H-H-H,-i,;:Httttttt.lr-HtlR!t 3.0 2.5 2.0 0.14-;l-+4++-H...I-..J.,_1...J--f--1-..U.-4.u.J..w..wfU-1-= 5 6 7 8 9 10 15 20 30 40 50 2 3 4 5 6 Minutes Hours Duration Intensity-Duration Design Chart -Template I f I ' I f • i Directions for Application: (1) From precipitation maps determine 6 hr and 24 hr amounls forthe selected frequency. These maps are Included in the County Hydrology Manual (10, 50, and 100 yr maps included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that It is within the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert). (3) Plot 6 hr preclpltallon on the right side of the chart. (4) Draw a line through the point parallel to lhe plotted Jines. (5) This line is the intensity-duration curve for the location being analyzed. Application Form: (a) Selected frequency ___ year (b) P6 = __ in., P24 = (c) Adjusted P6(2l = __ in. (d) I,;= __ min. (e) I= __ in./hr. Note: This chart replaces the lntensily-Durallon-Frequency curves used since 1965. I I ~ ~ - •• - .. ------ --- • - .. Muroya TM Drainage Study CHAPTER2 METHODOLOGY 2.5 -Model Development Summary (from San Diego County Hydrology Manual) DE:DJG H:'REPORTS\004212191A01.doc W.Q. 004,Z.{121'9 1117&700&5:28 PM "" .. ... • "" -• ---- -- .... - """ -... - • - San Diego County Hydrology Manual Date: June 2003 3.2 DEVELOPING L'\'PUT DATA FOR THE RATIONAL METHOD Section: Page: 3 20 of26 This section describes the development of the necessary data to perform RM calculations . Section 3.3 describes the RM calculation process. Input data for calculating peak flows and Tc's with the RM should be developed as follows: 1. On a topographic base map, outline the overall drainage area boundary, showing adjacent drains, existing and proposed drains, and overland flow paths. 2. Verify the accuracy of the drainage map in the field. 3. Divide the drainage area into subareas by locating significant points of interest. TI1ese divisions should be based on topography, soil type, and land use. Ensure that an appropriate first subarea is delineated. For natural areas, the first subarea flow path length should be less than or equal to 4,000 feet plus the overland flow length (Table 3-2). For developed areas, the initial subarea flow path length should be consistent with Table 3-2. The topography and slope within the initial subarea should be generally uniform. 4. Working from upstream to downstream, assign a number representing each subarea in the drainage system to each point of interest. Figure 3-8 provides guidelines for node numbers for geographic information system (GIS)-based studies. 5. Measure each subarea in the drainage area to determine its size in acres (A). 6. Determine the length and effective slope of the flow path in each subarea . 7. Identify the soil type for each subarea. 3-20 - ... - .. .... --- - - - - ... .. --- San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 22 of26 8 . Detennine the runoff coefficient (C) for each subarea based on Table 3-1. If the subarea contains more than one type of development classification, use a proportionate average for C. In detennining C for the subarea, use future land use taken from the applicable community plan, Multiple Species Conservation Plan, National Forest land use plan, etc. 9. Calculate the CA value for the subarea. 10. Calculate the 2:(CA) value(s) for the subareas upstream of the point(s) of interest. 11. Detennine P6 and P24 for the study using the isopluvial maps provided in Appendix B. If necessary, adjust the value for P6 to be within 45% to 65% of the value for P24. See Section 3.3 for a description of the RM calculation process. 3.3 PERFORl\lli~G RATIONAL 1\1:ETHOD CALCULATIONS This section describes the RM calculation process. Using the input data, calculation of peak flows and Tc's should be performed as follows: 1. Determine Ti for the first subarea. Use Table 3-2 or Figure 3-3 as discussed in Section 3.1.4. If the watershed is natural, the travel time to the dmvnstream end of the first subarea can be added to Ti to obtain the Tc. Refer to paragraph 3 .1.4.2 (a). 2. Determine I for the subarea using Figure 3-1. If Ti was less than 5 minutes, use the 5 minute time to determine intensity for calculating the flow. 3. Calculate the peak discharge flow rate for the subarea, where Qp = :E(CA) I. In case that the downstream flow rate is less than the upstream flow rate, due to the long travel time that is not offset by the additional subarea runoff, use the upstream peak flow for design purposes until dovmstream flows increase again . 3-22 ... - - - 111111 ... --- --... - -.. • - ... San Diego County Hydrology Manual Date: June 2003 4. Estimate the Tt to the next point of interest. 5. Add the Tt to the previous Tc to obtain a new Tc, Section: Page: 6. Continue with step 2, above, until the final point of interest is reached . 3 23 of26 Note: The MRM should be used to calculate the peak discharge when there is a junction from independent subareas into the drainage system. 3.4 MODIFIED RATIONAL METHOD (FOR JUNCTION ANALYSIS) The purpose of this section is to describe the steps necessary to develop a hydrology report for a small watershed using the MRM. It is necessary to use the MRM if the watershed contains junctions of independent drainage systems. The process is based on the design manuals of the City/County of San Diego. The general process description for using this method, including an example of the application of this method, is described below. The engineer should only use the N.tRM for drainage areas up to approximately I square mile in size. If the watershed will significantly exceed 1 square mile then the NRCS method described in Section 4 should be used. The engineer may choose to use either the RM or the 11RM for calculations for up to an approximately 1-square-mile area and then transition the study to the l\TRCS method for additional downstream areas that exceed approximately 1 square mile. The transition process is described in Section 4 . 3.4.1 Modified Rational Method General Process Description The general process for the Iv1RM differs from the RM only when a junction of independent drainage systems is reached. The peak Q, Tc, and I for each of the independent drainage systems at the point of the junction are calculated by the RM. The independent drainage systems are then combined using the MRM procedure described below. The peak Q, Tc, and I for each of the independent drainage systems at the point of the junction must be calculated prior to using the MRM procedure to combine the independent drainage systems, as these 3-23 .. • ... - ... ------.. .. - - • - San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 24 of26 values will be used for the MRM calculations. After the independent drainage systems have been combined, RM calculations are continued to the next point of interest. 3.4.2 Procedure for Combining Independent Drainage Systems at a Junction Calculate the peak Q, Tc, and I for each of the independent drainage systems at the point of the junction. These values will be used for the 1\1RM calculations . At the junction of two or more independent drainage systems, the respective peak flows are combined to obtain the maximum flow out of the junction at Tc. Based on the approximation that total runoff increases directly in proportion to time, a general equation may be written to determine the maximum Q and its corresponding Tc using the peak Q, Tc, and I for each of the independent drainage systems at the point immediately before the junction. The general equation requires that contributing Q's be numbered in order of increasing Tc, Let Q1, T1, and Ii correspond to the tributary area with the shortest Tc, Likewise, let Q2, T2, and h correspond to the tributary area with the nex't longer Tc; Q3, T3, and l3 correspond to the tributary area with the ne>."t longer Tc; and so on. When only two independent drainage systems are combined, leave Q3, T 3, and l3 out of the equation. Combine the independent drainage systems using the junction equation below: Junction Equation: T1 < T2 < T3 I, T, QTI = Q, +-=-QI +---=-Q3 - -II T3 3-24 ---.. .. -.. -------.. ----- • • • -..., - San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 25 of26 Calculate Qn, Qn, and Qr3-Select the largest Q and use the Tc associated with that Q for further calculations (see the three Notes for options). If the largest calculated Q's are equal (e.g., Qn = Qn > QTI), use the shorter of the Tc's associated with that Q. This equation may be expanded for a junction of more than three independent drainage systems using the same concept. The concept is that when Q from a selected subarea (e.g., Q2) is combined with Q from another subarea with a shorter Tc (e.g., Qi), the Q from the subarea with the shorter Tc is reduced by the ratio of the I's (li/I1); and when Q from a selected subarea (e.g., Q2) is combined with Q from another subarea with a longer Tc (e.g., Q3), the Q from the subarea with the longer Tc is reduced by the ratio of the Tc's (T2ff3). Note #1: At a junction of two independent drainage systems that have the same Tc, the tributary flows may be added to obtain the Qp- This can be verified by using the junction equation above. Let Q3, T3, and l3 = 0. When T 1 and T2 are the same, 11 and hare also the same, a11d T1ff2 and h/11 = l. T1/T2 and li/11 are cancelled from the equations. At this point, Qn = Q11 =Qi+ Q2. Note #2: In the upstream part of a watershed, a conservative computation is acceptable. When the times of concentration (Tc's) are relatively close in magnitude (within 10%), use the shorter Tc for the intensity and the equation Q = L(CA)I. Note #3: . An optional method of determining the Tc is to use the equation Tc= [(I (CA)7.44 P5)/Q) 1.ss This equation is from Q = I(CA)I = I(CA)(7.44 PdTc·645 ) and solving for Tc. The advantage in this option is that the Tc is consistent with the peak flow Q, and avoids inappropriate fluctuation in downstream flows in some cases . 3-25 ,,. .. ""' -- • .. -.. - - - ---- --.. .. .. ., Muroya TM Drainage Study Modified Rational Method Hydrologic Analysis Computer Soltware Package -AES-2003 Design Storm -100-year return interval Land Use -Single-family residential onsite; Soil Type -Hydrologic sail group D was assumed for all areas. Group D soils have very slow infiltration rates when thoroughly wetted. Consisting chiefly of clay soils with a high swelling potential, soils with a high permanent water table, soils with clay pan or clay layer at or near the surface, and shallow soils over nearly impervious materials, Group D soils have a very slow rate of water transmission. Runoff Coefficient -In accordance with the County of San Diego standards, runoff coefficients were based on land use and slope . Rainfall Intensity-Initial time of concentration values were determined using the County of San Diego standards. The rainfall intensity-duration-frequency curve for the San Diego County was used to determine rainfall intensities. Method of Analysis -The Rational Method is the most widely used hydrologic model for estimating peak runoff rates. Applied to small urban and semi-urban areas with drainage areas less than 0.5 square miles, the Rational Method relates storm rainfall intensity, a runoff coefficient, and drainage area to peak runoff rate. This relationship is expressed by the equation: Q = CIA, where: Q = The peak runoff rate in cubic feet per second at the point of analysis. C = A runoff coefficient representing the area -averaged ratio of runoff to rainfall intensity. I = The time-averaged rainfall intensity in inches per hour corresponding to the time of concentration. A = The drainage basin area in acres. To perform a node-link study, the total watershed area is divided into subareas which discharge at designated nodes. The procedure for the subarea summation model is as follows: (1) Subdivide the watershed into an initial subarea (generally 1 lot) and subsequent subareas, which are generally less than 1 0 acres in size. Assign upstream and downstream node numbers to each subarea. (2) Estimate an initial Tc by using the appropriate nomograph or overland flow velocity estimation . 05.:0JG t-i~EPORTS\0042\219\A01.dot "'·"· 00424!19 1112612006 5:211 PM ... --- ... -.. , ... -- - - - ----.. -• - Muroya TM Drainage Study (3) Using the initial Tc, determine the corresponding values of I. Then Q =CI A. (4) Using Q, estimate the travel time between this node and the next by Manning's equation as applied to the particular channel or conduit linking the two nodes. Then, repeat the calculation for Q based on the revised intensity (which is a function of the revised time of concentration) The nodes are joined together by links, which may be street gutter flows, drainage swales, drainage ditches, pipe flow, or various channel flows. The AES-99 computer subarea menu is as follows: SUBAREA HYDROLOGIC PROCESS Confluence analysis at node. 1. 2. 3. 4. Initial subarea analysis (including time of concentration calculation). Pipeflow travel time (computer estimated). Pipeflow travel time (user specified). 5. Trapezoidal channel travel time. 6. Street flow analysis through subarea. 7. User -specified information at node. 8. Addition of subarea runoff to main line. 9. V-gutter flow through area. 10. Copy main stream data to memory bank 11. Confluence main stream data with a memory bank 12. Clear a memory bank At the confluence point of two or more basins, the following procedure is used to combine peak flow rates to account for differences in the basin's times of concentration. This adjustment is based on the assumption that each basin's hydrographs are triangular in shape. (1 ). If the collection streams have the same times of concentration, then the Q values are directly summed, DE:OJG H.:\REPORTS\0042\219\A01.doc w.o. 0042-0219 11/2812006 5:28 PM .. ---- - - - - --- .. -• .. Muroya TM Drainage Study (2). If the collection streams have different times of concentration, the smaller of the tributary Q values may be adjusted as follows: (i). The most frequent case is where the collection stream with the longer time of concentration has the larger Q. The smaller Q value is adjusted by the ratio of rainfall intensities. (ii). In some cases, the collection stream with the shorter time of concentration has the larger Q. Then the smaller Q is adjusted by a ratio of the T values. DE:OJG H:\Rf.PORTS\0042\219\A.01.CIOC w,o. 0042-02:19 11128'2006 5:28 PM ... • Muroya - ... 111111 ... - 11111 ------- - - -- .. - ---- TM Drainage Study CHAPTER3 100 YEAR EXISTING CONDITIONS HYDROLOGY ANALYSIS DE:DJG H;'l'!EPORTSI0042\219'1A01.doe w.o. 0042--0219 11129/2C065:28 PM 111! ... - ... .. -.. - --- - - - - ... • ... ... **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (cl Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1239 Analysis prepared by: HUNSAKER & ASSOCIATES -SAN DIEGO 10179 Huennekens Street San Diego, Ca. 92121 (858) 558-4500 ************************** DESCRIPTION OF STUDY************************** * MUROYA DEVELOPMENT H&A W.O.# 42-219 * 100 YEAR EXISTING CONDITION HYDROLOGIC ANALYSIS * NOVEMBER, 2006 ************************************************************************** FILE NAME: H:\AES2003\0042\219\EX-100.DAT TIME/DATE OF STUDY: 13:25 11/15/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* * * * HALF-CROWN TO STREET-CROSSFALL: WIDTH CROSSFALL IN-I OUT-/PARK- CURB HEIGHT GUTTER-GEOMETRIES: WIDTH LIP HIKE MANNING FACTOR NO. (FT) (FT) SIDE I SIDE/ WAY (FT) (FT) (FT) ========= -========-======= :====== ====== 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0. 0313 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth= 0.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-Curb) 2. (Depth)*(Velocity) Constraint= 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* (FT) {n) ====== 0.167 0.0150 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): ARTIICIAL DESERT LANDSCAPING RUNOFF COEFFICIENT= .4200 S.C.S. CURVE NUMBER (AMC II) = 0 .. -- - .. - - - - - - -• - - INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 357.00 DOWNSTREAM ELEVATION(FEET) = 347.00 ELEVATION DIFFERENCE(FEET) = 10.00 5.682 SUBAREA OVERLAND TIME OF FLOW(MIN.) = WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 10.%, IS USED IN Tc CALCULATION! 6.308 SUBAREA RUNOFF(CFS) 0.79 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) 0.79 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ====-======================================================================= ELEVATION DATA: UPSTREAM(FEET) = 347.00 DOWNSTREAM(FEET) 336.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 368.B0 CHANNEL SLOPE 0.0298 CHANNEL BASE(FEET) 10.00 "Z" FACTOR= 99.990 MANNING'S FACTOR= 0.030 MAXIMUM DEPTH(FEET) = 5.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.434 *USER SPECIFIED(SUBAREA): ARTIICIAL DESERT LANDSCAPING RUNOFF COEFFICIENT= .4200 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.79 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) 1.49 AVERAGE FLOW DEPTH(FEET) 0.12 TRAVEL TIME(MIN.) 4.13 Tc(MIN.) = 9.Bl SUBAREA AREA(ACRES) 3.15 SUBAREA RUNOFF(CFS) = 5.B7 AREA-AVERAGE RUNOFF COEFFICIENT 0.420 TOTAL AREA(ACRES) = 3.45 PEAK FLOW RATE(CFS) = 6.42 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.15 FLOW VELOCITY(FEET/SEC.) LONGEST FLOWPATH FROM NODE 1.00 TO NODE 1. 75 3.00 = 468.80 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 336.00 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 725.10 CHANNEL SLOPE CHANNEL BASE(FEET) 10.00 "Z" FACTOR= 99.990 MANNING'S FACTOR= 0.030 MAXIMUM DEPTH(FEET) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.681 *USER SPECIFIED(SUBAREA): 5.00 ARTIICI~.L DESERT LANDSCAPING RUNOFF COEFFICIENT= .4200 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.63 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 3.68 3.28 244.00 0 .1269 Tc(MIN.) = 13.10 SUBAREA AREA(ACRES) 10.56 SUBAREA RUNOFF(CFS) 16.33 AREA-AVERAGE RUNOFF COEFFICIENT 0.420 TOTAL AREA(ACRES) = 14.01 PEAK FLOW RATE(CFS) = 21. 66 • ... - .. -- ... - -- , .. - - - -... -- END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.19 FLOW VELOCITY(FEET/SEC.) 4.07 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1193.90 FEET. +--------------------------------------------------------------------------+ I END ANALYSIS TO CENTRAL RECIEVING HEADWALL. BEGIN ANALYSIS FOR RUNOFF I TRIBUTARY TO NORTHERN HEADWALL I +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 5.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): ARTIICIAL DESERT LANDSCAPING RUNOFF COEFFICIENT= .4200 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 357.00 DOWNSTREAM ELEVATION(FEET) = 344.50 ELEVATION DIFFERENCE(FEET) = 12.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.682 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 10.\, IS USED IN Tc CALCULATION! 6.308 SUBAREA RUNOFF(CFS) = 0.19 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.19 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ===---=======-=-=======-=======================================------====--- ELEVATION DATA: UPSTREAM(FEET) = 344.50 DOWNSTREAM(FEET) 306.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 536.40 CHANNEL SLOPE 0.0718 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR= 99.990 MANNING'S FACTOR= 0.030 MAXIMUM DEPTH(FEET) = 5.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.215 *USER SPECIFIED{SUBAREA): ARTIICIAL DESERT L.ZlliDSCAPING RUNOFF COEFFICIENT= .4000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.22 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) 1.61 AVERAGE FLOW DEPTH(FEET) 0.07 TRAVEL TIME{MIN.) 4.93 Tc(MIN.) = 10.61 SUBAREA AREA(ACRES) 2.34 SUBAREA RUNOFF(CFS) = 3.95 AREA-AVERAGE RUNOFF COEFFICIENT 0.401 TOTAL AREA(ACRES) = 2.41 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.10 FLOW VELOCITY(FEET/SEC.) 4.07 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 2.15 6.00 = 636.40 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE= 1 .. -.. - .. • .. - - ... -- - ... ... .. ... >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 10.61 RAINFALL INTENSITY(INCH/HR) = 4.22 TOTAL STREAM AREA(ACRES) = 2.41 PEAK FLOW RATE(CFS) AT CONFLUENCE= 4.07 +--------------------------------------------------------------------------+ j BEGIN OFFSITE EXISTING SINGLE FAMILY TRIBUTARY ANALYSIS I I +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =================-========================================================== *USER SPECIFIED(SUBAREA): RESIDENTAIL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT= .5200 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 359.00 DOWNSTREAM ELEVATION(FEET) = 352.00 ELEVATION DIFFERENCE(FEET) = 7.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.458 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 6.474 SUBAREA RUNOFF(CFS) 0.50 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) 0.50 **************************************************************************** FLOW PROCESS FROM NODE 21 . 0 0 TO NODE 6.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 352.00 DOWNSTREAM(FEET) = 306.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 636.50 CHANNEL SLOPE 0.0723 CHANNEL BASE(FEET) 3.00 "Z" FACTOR= 2.000 MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 3.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.343 *USER SPECIFIED(SUBAREA): RESIDENTAIL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT .5200 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.98 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.61 AVERAGE FLOW DEPTH(FEET) = 0.11 TRAVEL TIME(MIN.) = 1.89 Tc(MIN.) = 7.35 SUBAREA AREA (ACRES) 1. 05 SUBAREA RUNOFF (CFS) = 2. 92 AREA-AVERAGE RUNOFF COEFFICIENT 0.520 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.15 FLOW VELOCITY(FEET/SEC.) 6.84 3.33 .. .. - ... .. - - .. -- -.. - ... LONGEST FLOWPATH FROM NODE 20.00 TO NODE 6.00 = 736.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6 . 0 0 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 7.35 RAINFALL INTENSITY(INCH/HR) = 5.34 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE= 3.33 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.07 10.61 4.215 2 3.33 7.35 5.343 RAINFALL INTENSITY AND TIME OF CONCENTRATION CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 6 .15 7.35 5.343 2 6.70 10.61 4.215 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 6.70 Tc (MIN.) = TOTAL AREA (ACRES) = 3.61 LONGEST FLOWPATH FROM NODE 20.00 TO NODE AREA (ACRE) 2.41 1.20 RATIO 10.61 6.00 736.50 FEET. =================================-================-===========-=-==---==---- END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 3.61 TC(MIN.) = 6.70 10.61 =============================================================--=========----============================---==--===============---===--===---===---==---- END OF RATIONAL METHOD ANALYSIS , ... • Muroya ---... ---... ----- ----- .. TM Drainage Study CHAPTER4 100 YEAR DEVELOPED CONDITIONS HYDROLOGY ANALYSIS DE:CJG H:\R.EPORTS\D042\2.19\A01.doc W.0. 0042-0219 11/2Bl2006 5:28 PM .. -- '""I 11111 "" -- ... -.. ... -- ----- ... .. **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1239 Analysis prepared by: HUNSAKER & ASSOCIATES -SAN DIEGO 10179 Huennekens Street San Diego, Ca. 92121 (858) 558-4500 ************************** DESCRIPTION OF STUDY************************** * MUROYA w.o. # 42-219 * 100 YEAR DEVELOPED CONDITIONS HYDROLOGY ANALYSIS * NOVEMBER, 2006 ************************************************************************** FILE NAME: H:\AES2003\0042\219\DEV-100.DAT TIME/DATE OF STUDY: 15:56 11/28/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS * * * *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: WIDTH CROSSFALL IN-/ OUT-/PARK-HEIGHT WIDTH LIP HIKE NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) MODEL* MANNING FACTOR (n) 1 2 15.0 12.0 10.0 6.0 0.020/0.020/ 0.020/0.020/ --- GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth= 0.00 FEET 0.50 0.50 1.50 0.0313 0.125 0.0150 1.50 0.0313 0.125 0.0150 as (Maximum Allowable Street Flow Depth) -(Top-of-Curb) 2. (Depth)*(Velocity) Constraint= 5.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ==========================================================-====---======-=== *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .5700 ,,ill - - >WI - ------- - - - • ... ... - S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 342.00 DOWNSTREAM ELEVATION(FEET) = 341.35 ELEVATION DIFFERENCE(FEET) = 0.65 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.691 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH= 65,00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.189 SUBAREA RUNOFF(CFS) 0.92 TOTAL AREA(ACRES) = 0.31 TOTAL RUNOFF(CFS) = 0.92 ***************************************************~************************ FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE= 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION# 1 USED)<<<<< ==================================================-==========-=====-==-=--== UPSTREAM ELEVATION(FEET) = 341.00 DOWNSTREAM ELEVATION(FEET) STREET LENGTH(FEET) = 667.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 10.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 9.28 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 3.08 STREET FLOW TRAVEL TIME(MIN.) = 3.61 100 YEAR RAINFALL INTENSITY(INCH/HOUR) *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .5700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT 0.570 0.96 Tc (MIN.) 4.048 11. 30 SUBAREA AREA(ACRES) 4.39 TOTAL AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDR.~ULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) 11.92 6.03 10.13 327.50 0.0150 10.84 FLOW VELOCITY(FEET/SEC.) = 3.53 DEPTH*VELOCITY(FT*FT/SEC.) 1.29 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 732.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ===============--====-~====-====-=======-----===-=====--===---=--=-------=== - ---- -- - -- - - - -- .. .. ., ... ELEVATION DATA: UPSTREAM(FEET) = 325.00 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 200.00 MANNING'S N 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 16.20 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 10.84 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 0.21 Tc (MIN.) = 1.00 TO NODE 11. 51 4.00 = 306.00 1 932.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ===================================~================~=========--============ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.001 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .4000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT= 0.5614 SUBAR.EA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) 4.95 TOTAL RUNOFF(CFS) = TC(MIN.) = 11.51 0.40 11. 12 +--------------------------------------------------------------------------+ I I END OF FLOW INTO BASIN I +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE= 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< =================~==========================--==----====--===---==---------= USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 18.51 RAIN INTENSITY(INCH/HOUR) = 2.94 TOTAL AREA(ACRES) = 4.95 TOTAL RUNOFF(CFS) = 4.10 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 10.00 IS CODE= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================--=====-==========-====-======== TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 18.51 RAINFALL INTENSITY(INCH/HR) = 2.94 TOTAL STREAM AREA(ACRES) = 4.95 PEAK FLOW RATE(CFS) AT CONFLUENCE= 4.10 **************************************************************************** FLOW PROCESS FROM NODE 20. 00 TO NODE 21.00 IS CODE= 21 >>>>>RATIONAL METHOD INITI~.L SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): ----.. .. ... -- • ---• ... .. • - --------- USER-SPECIFIED RUNOFF COEFFICIENT= .5200 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 359.00 DOWNSTREAM ELEVATION(FEET) = 352.00 ELEVATION DIFFERENCE(FEET) = 7.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.458 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 6.474 SUBAREA RUNOFF(CFS) 0.77 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.77 **************************************************************************** FLOW PROCESS FROM NODE 21. 00 TO NODE 10.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ==================================================--======-====---========== ELEVATION DATA: UPSTREAM(FEET) = 352.00 DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = 636.50 CHANNEL SLOPE CHANNEL BASE(FEET) 3.00 "Z" FACTOR= 2.000 MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.468 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .5200 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 3.00 2.85 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = AVERAGE FLOW DEPTH(FEET) 0.13 TRAVEL TIME(MIN.) = Tc(MIN.) = 7.09 SUBAREA AREA(ACRES) 1. 45 SUBAREA RUNOFF(CFS) = AREA-AVERAGE RUNOFF COEFFICIENT 0.520 6.49 1. 63 TOTAL AREA(ACRES) = 1.68 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.18 FLOW VELOCITY(FEET/SEC.) 306.00 0. 0723 4.12 4.78 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 7.89 10.00 = 736.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE= >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARI'OUS CONFLUENCED STREAM VALUES<<<<< 1 ========================~==============------=--------------------==-----=== TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STRE.il.J-1 2 ARE: TIME OF CONCENTRATION(MIN.) 7.09 RAINFALL INTENSITY(INCH/HR) = 5.47 TOTAL STREAM AREA(ACRES) = 1.68 PEAK FLOW RATE(CFS) AT CONFLUENCE= 4.78 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.10 18.51 2.945 2 4.78 7.09 5.468 RJI.INFJI.LL INTENSITY AND TIME OF CONCENTRATION AREA (ACRE) 4.95 1. 68 RATIO --- -.. ... ---- - - - - - -- .. .. ... • - CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) ( INCH/HOUR) 1 6.35 7.09 5.468 2 6.67 18.51 2. 945 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.67 Tc(MIN.) = 18.51 TOTAL AREA(ACRES) = 6.63 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 10.00 932.00 FEET. +--------------------------------------------------------------------------+ I I END OF FLOW TO EXISTING STORM DRAIN ON NIGHTSHADE ROAD I +------------------------------------------~-------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .5700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 338.10 DOWNSTREAM ELEVATION(FEET) = 337.45 ELEVATION DIFFERENCE(FEET) = 0.65 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.691 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH= 65.00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.189 SUB.~A RUNOFF(CFS) 0.92 TOTAL AREA(ACRES) = 0.31 TOTAL RUNOFF(CFS) 0.92 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE= 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION# 2 USED)<<<<< =-----===========================================--========--------------=== UPSTREAM ELEVATION(FEET) = 336.20 DOWNSTREAM ELEVATION(FEET) = 330.00 STREET LENGTH(FEET) = 467.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 6.00 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 - .. - -• ---- - - - - - - --- .. ... ill **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) 7.86 2.28 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.65 STREET FLOW TRAVEL TIME(MIN.) = 3.42 Tc(MIN.) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .5700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT 0.570 4.093 11.11 SUBAREA AREA(ACRES) 2.07 TOTAL AREA(ACRES) = 2.38 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) 9.83 3.35 4.83 5.55 FLOW VELOCITY(FEET/SEC.) = 2.56 DEPTH*VELOCITY(FT*FT/SEC.) 0.83 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 7.00 = 532.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 11.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< =---==========================================-====---~=-------------------- ELEVATION DATA: UPSTREAM(FEET) = 330.00 DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = 634.70 CHANNEL SLOPE= CHANNEL BASE(FEET) 5.00 "Z" FACTOR= 99.990 MANNING'S FACTOR= 0.030 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.526 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .4000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 11.70 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) 3.66 AVERAGE FLOW DEPTH(FEET) 0.16 TRAVEL TIME(MIN.) = 2.89 Tc(MIN.) = 14.00 244.00 0.1355 SUBAREA AREA(ACRES) 8.66 SUBAREA RUNOFF(CFS) 12.22 AREA-AVERAGE RUNOFF COEFFICIENT 0.437 TOTAL AREA(ACRES) = 11.04 PEAK FLOW RATE(CFS) = 17.00 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.18 FLOW VELOCITY(FEET/SEC.) 4.10 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 11.00 = 1166.70 FEET. +--------------------------------------------------------------------------+ FLOW INTO OPEN LAND (PROPOSED DITCH) +--------------------------------------------------------------------------+ =========================~===================-==-==---=------=-------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) 11.04 TC(MIN.) = 17.00 14. 00 ====================================================--=====--==-----===-=--= =========================~===============================~=====------------- --- END OF RATIONAL METHOD ANALYSIS - .. .. .. - ---• ... ---- ----.. -- - .. 1111111 -- ------------- -- - - -- - --- -- Muroya TM Drainage Study CHAPTERS DETENTION BASIN ANALYSIS OE:OJG H:\R5:PORTS\0042\219\A01,doc w.c. 0042-0219 11/2BJ2006 5:28 PM Muroya Detention Basin Results 100 YEAR RESULTS ~fd~ii7qilf~~~i~~R~~~~l~t~tif~?~i~~~J~\~:-~.1f.~;~~:~:~r:~~~~~~~~~~~~~i . . . . -.· ...... _ .. • ·• .... ----· ·-... , .. --· . .. -· ... .. -HMS .. Swnmary of Results for Reservoir-1 .. -Project Muroya Det Run Name Run 1 ""' Start of Run OlJanOl 0000 Basin Model Dev_lOO -End of Run OlJanOl 0600 Met. Model Met 1 .... Execution Tilne 16Nov06 1629 Control Specs Dev_lOO .. ... Date Ti.me Reservoir Reservoir Inflow outflow -Storage Elevation (cfs) (cfs) (ac-ft) (ft) .. 31 Dec DO 2400 0,00000 308.00 0,0000 0.0000 ,. 01 Jll.Il 01 0001 0.00002 308.00 0.0310 0, 0 014 01 Jan 01 0002 0.00008 308.00 0.0620 0.0053 ... 01 Jan 01 0003 0.00017 308.01 0.0930 0.0117 • 01 Jan 01 0004 0.00030 308.01 0.1240 0.0203 01 Jan 01 0005 0.00046 308.02 0.1550 0.0308 ... 01 Jan 01 0006 0.00064 308.02 0.1860 0.0431 01 Jan 01 0007 0.00085 308.03 0. 2170 0.0571 • 01 Jan 01 0008 0.00108 308,04 0.2480 0.0725 01 Jan 01 0009 0.00133 308,04 0.2790 0.0894 ... 01 Jan 01 0010 0,00160 308.05 0.3100 0.1075 • 01 Jan 01 0011 0.00187 308.06 0.3100 0,1254 01 Jan 01 0012 0. 00211 308.07 0.3100 0 .1416 -01 Jan 01 0013 0,002H 308.08 0,3100 0,1565 01 Jan 01 0014 0,00254 308.08 0.3100 0.1700 -01 Jan 01 0015 0.00272 308.09 Q.3100 0.1824 01 Jan 01 0016 0.00289 308.10 0.3100 0 .193 6 .... 01 Jan 01 0017 0.00304 308.10 0,3100 0,2039 -01 Jan 01 0018 0. 00318 308.11 0.3100 0.2133 01 Jan 01 0019 0.00331 308 .11 0.3100 0.2218 .. 01 Jan 01 0020 0.00343 308 .11 0.3100 0.2296 -01 Jan 01 0021 0.00353 308.12 0.3120 0.2368 01 Jan 01 0022 0.00363 308.12 0.3140 0.2435 ... 01 Jan 01 0023 0.00373 308 .12 0.3160 0.2498 01 Jan 01 0024 0.00382 308.13 Q.3J.80 0.2557 -01 Jan 01 0025 0.00390 308.13 0. 3200 0,2613 01 Jan 01 0026 0.00398 308.13 0,3220 0.2666 -01 Jan 01 0027 0.00405 308.14 0.3240 0.2715 -01 Jan 01 0028 0,00412 308.14 0. 32 60 0.2763 01 Jan 01 0029 0.00419 308 .14 0.3280 0.2807 -01 Jan 01 0030 Q.00425 308 .14 0.3300 0.2850 01 Jan 01 0031 0. 00431 308,14 0.3300 0.2890 -01 Jan 01 0032 0.00437 308.15 0.3300 0. 292 6 -01 Jan 01 0033 0.00442 308.15 0.3300 0.2959 01 Jan 01 0034 0. 00446 308.15 0.3300 0.2989 -01 Jan 01 0035 0.00450 308.15 0.3300 0,3016 01 Jan 01 0036 0.00454 308.15 0.3300 0.3041 ..... 01 Jan 01 0037 0.00457 308.15 0.3300 0.3064 -01 Jan 01 0038 0.00460 308.15 0. 33 00 0.3085 01 Jan 01 0039 0.00463 308.15 0.3300 0.3104 ""' 01 Jan 01 0040 0.00466 308.16 0.3300 0. 3121 -.. .. 1111111 • ... Date Time Reservoir Reservoir Inflow outflow -Storage Elevation (cfs) {c:fs) (ac-ft) {ft) • 01 Jan 01 0041 0.00468 308.16 0.3320 0.3138 • 01 Jan 01 0042 0.00471 308.16 0.3340 0.3155 01 Jan 01 0043 0.00473 308.16 0.3360 0.3172 .. 01 Jan 01 0044 0.00476 308.16 0. 3380 0 .3190 -01 Jal:l 01 0045 0.00479 308.16 0,3400 0.3207 01 Jan 01 0046 0.00481 308.16 0.3420 0.3225 .. 01 Jan 01 0047 0.00484 308.16 0.3440 0.3243 01 Jan 01 0048 0.00487 308.16 0.3460 0.3261 • 01 Jan 01 0049 0.00490 308.16 0.3480 0.3280 01 Jan 01 0050 0.00492 308.16 0. 3500 0.3298 ... 01 Jal:l 01 0051 0.00495 308.16 0. 3500 0. 3316 -01 Ja,, 01 0052 0.00497 308.17 0.3500 0.3332 01 Jan 01 0053 0.00500 308.17 0.3500 0.3347 .. 01 Jan 01 0054 0.00502 308.17 0.3500 0. 3361 • 01 Jan 01 0055 0.00503 308.17 0.3500 0 .3373 01 Jan 01 0056 0.00505 308.17 0.3500 0.3384 ... 01 Jan 01 0057 0.00507 308.17 0.3500 0.3394 01 Jan 01 0058 0.00508 308.17 0.3500 0.3404 ., 01 Jan 01 0059 0.00509 308.17 0.3500 0.3412 01 Jan 01 0100 0.00510 308.17 0. 3500 0.3420 .. 01 Jan 01 0101 0.00512 308.17 0. 3520 0.3428 • 01 Jan 01 0102 0.00513 308.17 0.3540 0.3437 01 Jan 01 0103 0.00514 308.17 0.3560 0.3447 -01 Jan 01 0104 0.00516 308.17 0 .3580 0.3458 01 Jan 01 0105 0. 00518 308.17 0 .3 600 0.3469 -01 Jan 01 0106 0.00520 308.17 0.3620 0.3482 -01 Jan 01 0107 0.00522 308.17 0 .3640 0.3495 01 Jan 01 0108 0.00524 308.17 0 .3660 0.3509 -01 Jan 01 0109 0.00526 308.18 0.3680 0.3523 01 Jan 01 0110 0.00528 308.18 0 .3700 0.3538 -01 Jall 01 0111 0.00530 308.18 0.3710 0.3552 -01 Jall 01 0112 0.00532 308.18 0.3720 0.3567 01 Jall 01 0113 0.00534 308.18 0.3730 0.3581 -01 Jan 01 0114 0.00536 308 .18 0.3740 0.35!14 01 Jan 01 0115 0.00538 30B.18 0.3750 0.3608 -01 Jan 01 0116 0.00540 308.18 0.3760 0.3621 01 Jall 01 0117 0.00542 308.18 0.3770 0.3633 01 Jan 01 0118 0.00544 308.18 0.3780 0 .3546 -01 Jan 01 Oll!l 0.00546 308.18 0.3790 0.3658 01 Jan 01 0120 0.0054.8 308.18 0.3800 0.3670 ·-01 Jan 01 0121 0.00550 308.18 0.3820 0.3682 -01 Jan 01 0122 0.00552 308.18 0.3840 0.3696 01 Jan 01 0123 0.00554 308,18 0.3860 0.3709 -01 Jan 01 0124 0.00556 308.19 0,3880 0.3723 01 Jan 01 0125 0.00558 308.19 0.3900 0.3738 .. 01 Jal:l 01 0126 0.00560 308.19 0.3920 0.3753 01 Jan 01 0127 0.00563 308.19 0.3940 0.3769 .. 01 Jan 01 0128 0.00565 308.19 0.3960 0.3785 • 01 Jan 01 0129 0.00567 308.19 0.3980 0.3801 01 Jan 01 0130 0.00570 308.19 0.4000 0.3818 .. 01 Jan 01 0131 0.00572 308.19 0.4010 0.3834 Page, 2 • .. • " ·-·--· --~·--" , .. - ·-Date Time Reservoir Reservoir Inflow Outflow .,., Storage Elevation (cfs) (cfs) (ac-ft) (ft) -0l Jan 0l 0132 0.00575 308.19 0.4020 0.3850 -0l Jan 01 0133 o. 00577 308.19 0.4030 0.3866 0l Jan 01 0134 0.00579 308.19 0.4040 0.3881 ... 0l Jan Ol 0135 0.00581 308.19 0.4050 0.3895 .. 0l Jan 01 0136 0.00583 308.19 0.4060 0.3909 0l Jan 01 0137 0.00586 308.20 0.4070 0.3923 .. 0l Jan 01 0138 0.00588 308.20 0.4080 0.3936 0l Jan 01 0139 0.00589 308.20 0.4090 0.3949 • 01 Jan 0l 0140 0.00591 308.20 0.4100 0.3962 0l Jan 01 0141 0.00593 308.20 0.4130 0.3976 ... 0l Jan 01 0142 0.00596 308.20 0.4160 0.3991 ,. 01 Jan 01 0143 0.00598 3 08. 20 0.4190 0.4007 01 Jan 01 0144 0.00601 308.20 0. 4220 0.4024 -01 Jan 01 0145 0.00603 308.20 0.4250 0.4043 01 Jan Ol 0146 0.00606 308.20 0.4280 0.4063 -0l Jan 01 0147 0.00609 308.20 0.4310 0.4083 -0l Jan 0l 0148 0.00613 308.20 0.4340 0.4104 01 Jan Ol 0149 0.00616 308.21 0.4370 0.4127 -01 Jan 0l 0150 0.00619 308.21 0.4400 0. 4149 01 Jan 0l 0151 0.00623 308.21 0 .4410 0 .4172 -01 Jan 0l 0152 0.00626 308.21 0 .4420 0.4193 -01 Jan Ol 0153 0.00629 308.21 0.4430 0. 4214 01 Jan Ol 0154 0.00632 308.21 0.4440 0.4233 -01 Jan Ol 0155 0.00635 308.21 0.4450 0.4252 01 Jan Ol 0156 0.00637 308.21 0.4460 0.4270 -01 Jan 01 0157 0.00640 308.21 0.4470 0.4287 -01 Jan 0l 0158 0.00642 308.21 0.4480 0.4304 0l Jan Ol 0159 0.00645 308.21 0.4490 0. 4320 -0l Jan 01 0200 0.00647 308.22 0.4500 0.4335 0l Jan 01 0201 0.00649 308.22 0.4540 0.4351 01 Jan 0l 0202 0.00652 308.22 0.4580 0.4370 ·-01 Jan 01 0203 0.00655 308.22 0.4620 0.4390 01 Jan 01 0204 0.00659 308.22 0.4660 0.4412 0l Jan 01 0205 0.00662 308.22 0.4700 0.4436 01 Jan 0l 0206 0.00666 308.22 0.4740 0.4461 -0l Jan 01 0207 0.00670 3 08. 22 0.4780 0.4487 01 Jan 01 0208 0.00674 308.22 0.4820 0.4515 0l Jan Ol 0209 0.00678 308.23 0.4860 0.4544 -01 Jan 01 0210 0.00683 308.23 0.4900 0.4573 0l Jan Ol 0211 0.00687 308. 23 0.4910 0.4602 -01 Jan 01 0212 0.00691 308.23 0.4920 0. 463 0 .. 01 Jan 01 0213 0.00695 308.23 0.4930 0.4.656 0l Jan 01 0214 0.00699 308.23 0.4940 0.4681 -0l Jan 0l 0215 0.00702 308.23 0.4950 0.4704 0l Jan Ol 0216 0.00705 308.24 0.4960 0 .4726 ... 01 Jan 0l 0217 0.00709 308.24 0.4970 0.4747 01 Jan Ol 0218 0.00712 308.24 0.4980 0.4.767 01 Jan 01 0219 0.00714 308.24 0.4990 0. 4 7 87 ,. 01 Jan 01 0220 0.00717 308.24 0.5000 0.4805 Ol Jan Ol 0221 0.00720 308.24. 0.5050 0.4824 ·-01 Jan 0l 0222 0.00723 308.24 0.5100 0.4846 Page: 3 ... -- ... • -Date Tima Reservoir Reservoir Inf1ow Outf1ow -Storage E1evation (cfs) (cfs) (ac-ft) (ft) -01 Jan 01 0223 0.00727 308.24 0.5150 0.4871 • 01 Jan 01 0224 0.00731 308.24 0.5200 0.4898 01 Jan 01 0225 0.00735 308.25 0.5250 0. 4!'127 ... 01 Jan 01 0226 0.00740 308.25 0.5300 0.057 • Ol Jan 01 0227 0.00745 308.25 0,5350 0. 4990 01 Jill'.l 01 0228 0.00750 308.25 0.5400 0.5024 ... 0l Jan 01 0229 0,00755 308.25 0.5450 o.sosg Ol Jan 01 0230 0.00761 308.25 0.5500 0,5096 -01 Jan 01 0231 0.00766 308.26 0.5520 0. 5132 Ol Jan 01 0232 0.00771 308.26 0.5540 0.5167 .. 01 Jan 01 0233 0.00776 308.26 0.5560 o.s201 -01 Jan 01 0234 0.00781 308.26 0,5580 0.5234 01 Jan 01 0235 0.00786 308.26 0.5600 0.5265 -01 Jan 01 0236 0.00790 308.26 0.5620 0,5296 -01 Jan 01 0237 0.00795 308,26 0.5640 0. 5325 01 Jan 01 0238 0.00799 308.27 0,5660 0.5354 01 Jan 01 0239 0.00803 308.27 0.5680 0-5382 01 Jan 01 0240 0.00807 308.27 0.5700 O.S409 -01 Jan 01 0241 0.00812 308.27 0.5770 0,5438 Ol. Jan 01 0242 0.00816 308.27 0.5840 0,5470 Ol. Jan 01 0243 0.00822 308.27 0,5910 0,5506 -Ol. Jan 01 0244 0.00828 308.28 0.5980 0.5545 Ol. Jan 01 0245 0.00834 308.28 0,6050 0.5586 -01 Ja:n 01 0246 0. 00840 308.28 0.6120 0.5630 .. Ol. Ja:n 01 0247 0.00847 308.28 0,6190 0,5676 Ol Jan 01 0248 0,00854 308.28 0,6260 0.5725 -Ol Jan 01 0249 0.00862 308.2!1 0.6330 0. 577 5 01 Jan 01 0250 0.00870 308.29 0.6400 0.5827 -01 Jan 01 0251 0.00878 308.29 0,6440 0.5879 01 Jan 01 0252 0.00885 308.30 0.6480 0.5931 -01 Jan 01 0253 0.00893 308.30 0.6520 0.5981 ,. 01 Jan 01 0254 0.00900 308.30 0.6560 0-6030 01 Jan 01 0255 0,00907 308.30 0.6600 0.607.9 .... 01 Jan 01 0256 o. 00914 308.30 0.6640 0.6126 01 Jan 01 0257 0.00921 3D8.31 0.6680 0.6173 -01 Jan 01 0258 0.00928 308.31 0.6720 0,6220 -01 Jan 01 0259 0.00935 308.31 0.6760 0.6266 01 Jan 01 0300 0.00942 308.31 0.6800 0.6311 ., 01 Jan 0l 0301 0.00949 308.32 0.6890 0.6358 01 Jan 01 0302 0.00957 308.32 0.6980 0.6409 ·-01 Jan 01 0303 0.00965 308.32 0.7070 0,6463 • 01 Jan 01 0304 0.00973 308.32 0.7160 0.6521 01 Jan 01 0305 0.00982 308.33 0. 7250 0.6581 -01 Jan 01 0306 0.00992 308.33 0.7340 0,6644 Dl Jan 01 0307 0.01001 3 08. 33 0.7430 0.6710 .. 01 Jill'.l 01 0308 0.01012 308.34 0.7520 0. 6777 01 Jan 01 0309 0.01022 308.34 0.7610 0.6847 -01 Jan 01 0310 0.01033 308.34 0.7700 0. 6918 ,. 01 Jan 01 0311 0.01043 308.35 0.7770 0.6990 01 Jan 01 0312 0.01054 308.35 0.7840 0.7062 -01 Jan 01 0313 0.01065 308.35 0.7910 o. 7134 Page, ~ -... ., • ~ -,---~,~~=-..--- .. • ... D,.te Time Reser'V'oir Reservoir Inflow Outflow -Storage Elevation (cfs) {cfs) {ac-ft) (ft) -01 Jan 01 0314 0.01075 30B.36 0.7980 0.7205 -01 Jan 01 0315 0.010B6 3 OB. 3 6 0.8050 0. 7277 01 Jan 01 0316 0.01097 308.37 0,8120 0. 7348 -01 Jan 01 0317 0. 01107 308.37 0.8190 0. 7419 -01 Jan 01 0318 0.01118 308.37 0.8260 O.H90 01 Jan 01 0319 0.01129 308.38 0.8330 0.7561 • 01 Jan 01 0320 0.01139 308.38 0.8400 0.7632 01 Jan 01 0321 O.Ol.150 308.38 0,8590 0.7708 • 01 Jan 01 0322 0.01163 308.39 0.8780 0.7794 01 Jan 01 0323 0.01178 308.39 0.8970 0.7890 -01 Jan 01 0324 0.01193 308.40 0.9160 0.7993 • 01 Jan 01 0325 0.01210 308.40 0.!1350 0.8105 OJ. Jan 01 0326 0.01227 308.41 0.9540 0.8223 -01 Jan 01 0327 0.01246 30B.42 0.9730 0. 8348 -01 Jan 01 0328 0.01265 308.42 0.9920 0. 8478 01 Jan 01 0329 0.01286 308.43 1.0110 0.8613 -01 Jan 01 0330 0.01307 308.44 1. 0300 0.8754 01 Jan OJ. 0331 0.01328 308.44 1.0440 0. 8896 -01 Jan OJ. 0332 0.01349 308.45 1.0580 0. 9039 OJ. Jan 01 0333 0.01370 308.46 1.0720 0.9181 -01 Jan 01 0334 0 .01391 308.46 1.0860 0. 9323 -01 Jan 01 0335 0. 01413 308.47 1.1000 0 .9465 01 Jan 01 0336 0.01434 308.48 1.1140 0. 960 6 -01 Jan 01 0337 0.01455 308.48 1.12B0 0,9748 """ Ql Jan 01 0338 0,01476 308.49 1.1420 0.9B89 01 Jan 01 0339 0.01497 308.50 1.1560 l.0030 -01 Jan 01 0340 0.01518 308.51 1.1700 l.0171 01 Jan 01 0341 0.01542 308.51 1.2250 1.0331 • 01 Jan Ql 0342 0.01571 308.52 1.2800 1.0524 01 Jan Ql 0343 0.01604 308.53 1.3350 1,070 -01 Jan 01 0344 0.01642 308.55 1.3900 1.1003 • 01 Jan 01 0345 0.01684 308.56 1.H50 1.1283 01 J;m 01 0346 0.01729 308.58 l.5000 l.1586 'Ill 01 Jan 01 0347 0.01778 308.59 1.5550 l.1912 01 Jan 01 0348 • 0.01829 308.61 J..6100 1.2257 01 Jan 01 0349 0.01884 308.63 l. 6650 1,2620 01 J;m -Ql 0350 0,01940 308.65 1.7200 1.3000 01 Jan 01 0351 0.02000 308.67 1.7900 1. 3401 -01 Jan 01 0352 0.02064 308.69 l.8600 1.3829 01 Jan 01 0353 0.02131 308.71 1.9300 1.4281 -01 Jan 01 0354 0.02202 308.73 2.0000 l.4754 -01 Jan 01 0355 0.02276 308.76 2.0700 1.5248 01 Jan (ll 0356 0.02352 308.78 2. 1400 1.5760 ... 01 Jan Ol 0357 0.02431 308.81 2.2100 1.6288 01 Jan 01 0358 0.02512 308.B4 2.2800 l. 6832 -01 Jan 01 0359 0.02595 30B.87 2.3500 1.7389 01 Jan 01 0400 0.02680 308.89 2.4200 l.7959 -01 Jan 01 0401 0.02820 308.94 3. 2930 1.8895 .. 01 Jan 01 0402 0.03064 309.02 4.1660 2. 0306 01 Jan 01 0403 0.03410 309.10 5.0390 2.1424 ... 01 Jan 01 0404 0.03860 309.21 5.9120 2.2872 Page: 5 • .. - -.. -Date Ti.me Reservoir Reservoir :Inflow Outflow -Storage Elevation (cfs) (cfs) (ac-ft) (ft) ,_ 01 Ja..n 01 0405 O.OU07 309.35 6.7850 2.4637 ... 01 Jan 01 0406 0.05048 309.51 7.6580 2-6704 01 Ja..n 01 0407 0. 05779 309.69 8.5310 2.9062 -01 Jan 01 040B 0.06596 309.90 9. 4040 3.1696 ,. Ol Ja..n 01 0409 0,07500 310.0B 10.2770 3.3767 01 Jan 01 0410 0.08500 310.25 11.1500 3.5300 -01 Jan 01 0411 0.09472 310.41 10.1730 3.67.91 01 Jan 01 0412 0 -10291 310.55 9,1.960 3.8046 -01 Jan 01 0413 0.1095.9 310.66 8.21.90 3.9070 01 Jan 01 0414 0.11480 310.75 7.2420 3.9870 -01 Jan 01 0415 0.11857 Jl0.81 6.2650 4.0448 • 01 Jan 01 0416 0.12093 310.85 S.2880 4.0810 01 Jan 01 0417 0.12191 310.87 4.3110 4.0960 -01 Jan 01 0418 0,12154 310.86 3.3340 4.0903 • 01 Jan 01 0419 0.11984 310.83 2.3570 4.0643 01 Jan 01 0420 0.11685 310. 78 l.3600 4.0184 1111!11 01 Jan 01 0421 0.11322 310.72 l.3340 3.9627 01 Jan 01 0422 0.10961 310.66 1.2880 3.9073 ., 01 Jan 01 0423 0.10601 310.60 l.2420 3.8521 01 Jan 01 0424 0.10242 310.54 1.1960 3.7971 -01 Jan 01 0425 0.09884 310 .48 1.1500 3.7422 .. 01 Jan 01 0426 0.0.9528 310.42 1.1040 3.6876 01 Jan 01 0427 0.09172 310. 36 1.0580 3. 6331 -01 Jan 01 0428 0.08818 310.30 1.0120 3.5788 -01 Jan 01 0429 0,08465 310.24 0.9660 3.S247 01 Jan 01 0430 0,08113 310 .19 0.9200 3.4707 1111!11 01 Jan 01 0431 0.07764 310 .13 0,9000 3.4172 01 Jan 01 0432 0.07420 310.07 0.8800 3.3644 • 01 Jan 01 0433 0.07080 310.01 0.8600 3,3122 01 Jan 01 0434 0.06747 309.94 0.8400 3.2185 .. 01 Jan 01 0435 o. 06425 309.86 o.a200 3.1147 -01 Jan 01 0436 0.06115 309.78 0.8000 3.0145 01 Jan 01 0437 0.05815 309.70 0.7800 2.9178 -01 Jan 01 0438 0.05526 309.63 0.7600 2.8245 01 Jan • 01 0439 0.05246 309.S6 0.7400 2.734'!. 01 Jan 01 0440 0.04976 309.49 0.7200 2.6473 01 Jan -01 0441 0.04715 309.43 0.7080 2.5632 01 Jan 01 0442 0.04465 309.37 0.6960 2.4824 -01 Jan 01 0443 0.04223 309.31 0.6840 2.4045 01 Jan 01 0444 0.03991 309.25 0.6720 2.3294 -01 Jan 01 0445 0.03766 309.19 o.6600 2.2572 -01 Jan 01 0446 0.03550 309.14 0.6480 2.1875 01 Jan 01 0447 0.03342 309,09 0. 63 60 2.1203 -01 Jan 01 0448 0.03141 309.04 0.6240 2.0556 01 Jan 01 0449 0.02949 308.98 0.6120 1,9757 -01 Jan 01 0450 0,02768 308.92 0.6000 1.8549 01 Jan 01 0451 0.02603 308.87 0.5930 1. 7438 -01 Jan 01 0452 0.02451 308,82 0.5860 l.6420 -01 Jan 01 0453 0.02311 308.77 0.5790 l.5486 01 Jan 01 0454 0.02183 308.73 0.5720 1.4627 -01 Jan Ol 0455 0,02065 308.6.9 0.5650 l.3838 Page, 6 -... • .. • -Data Tae Reservoir Resarvoir 'Inflow Outflow • Storaga Elevation (efs) (cfs) (ac-ft) (ft) -01 Jan 01 04.56 0.01957 308.65 0.5580 l.3113 • 01 Jan 01 0457 0.01858 308.62 0.5510 1.2445 01 Jan 01 0458 0.01766 308.59 0.5440 1.1830 -01 Jan 01 0459 0.01681 308.56 0.5370 1.1264 .. 01 Jan 01 0500 0. 01603 308.53 0.5300 1.0741 01 Jan 01 0501 0. 01531 308.Sl 0.5240 l.0258 .... 01 Ju 01 0502 0.01465 308.49 0.5180 o.9813 01 Jan 01 0503 0.01403 308.47 o.s120 0.9401 -01 Jan 01 0504 0.01346 308.45 0,5060 0.9021 01 Jan 01 0505 0. 01294 308.43 o.sooo Q.8669 -Ol Jan 01 0506 0.01245 308.42 o.4940 0.8343 -01 Jan 01 0507 0.01200 308.40 0.4880 0.8040 01 Jan 01 0508 0.01158 308.39 0,4820 0.7758 -01 Jan 01 0509 0.01119 308.37 0.4760 0-7497 .., 01 Jan 01 0510 0. 01082 308.36 0,4700 0. 7253 Ol Jan 01 0511 0.01049 308.35 0.4660 0.7026 01 Jan 01 0512 0,01017 308.34 o.4620 0.6815 01 Jan 01 0513 0.00988 308.33 0.4580 0.6620 -01 Jan 01 0514 0.00961 308.32 0.4540 0.6438 01 Jan 01 0515 0.00936 308.31 o.4500 0.6269 -01 Jan 01 0516 0.00912 308.30 0.4460 0.6111 -01 Jan 01 0517 0.00890 308.30 0 .4420 0.5964 01 Jan 01 0518 0.00870 308.29 0.4380 o.5826 -01 Jan 01 0519 0.00850 308.28 0.4340 0.5696 01 Jan 01 0520 0.00832 308.28 0.4.300 0.5575 -01 Jan 01 0521 0.00815 308.27 0.4260 0.5461 01 Jan 01 0522 0.00799 308.27 0.4220 0.5353 01 Jan 01 0523 0.00784 308.26 0.4180 0.5251 -01 Jan 01 0524 0.00769 308.26 o.4140 0.5155 01 Jan 01 0525 0.00756 308.25 0.4100 0.5064 -01 Jan 01 0526 0.00743 308.25 0.4060 0.4977 -01 Jan 01 0527 0.00730 308.24 0.4020 0.4894 01 Jan 01 0528 0. 00719 308.24 0. 3980 0.4815 01 Jan 01 0529 0.00707 308.24 0. 3940 0.4740 01 Jan 01 0530 0.00697 308.23 0.3900 0,4668 .... 01 Jan 01 0531 0.00686 308. 23 0.3870 0.4599 01 Jan 01 0532 0.00677 308.23 0.3840 0.4533 01 Jan 01 0533 0.00667 308.22 0.3810 0.4471 -01 Jan 01 0534 0.00658 308.22 0.3780 0,4411 01 Jan 01 0535 0.00650 308.22 0,3750 0.4354 -01 Jan 01 0536 0,00642 308.21 0 ,3720 0.4299 -01 Jan 01 0537 0.00634 308.21 0,3690 0.4247 01 Jan 01 0538 0.00626 308.21 0.3660 0 .4196 .... 01 Jan 01 0539 0.00619 308.21 0.3630 0.4148 01 Jan 01 0540 0.00612 308.20 0. 3 600 0.4101 -01 Jan Ol 0541 0.00605 308.20 0 ,3580 0.4056 01 Jan 01 0542 0.00599 308.20 0.3560 0.4013 -01 Jan 01 0543 0.00593 308.20 0. 3540 0.3972 -01 Jan 01 0544 0.00587 308.20 0.3520 0.3933 01 Jan 01 0545 0.00S81 308.19 0.3500 0.3896 -01 Jan 01 0546 0.00576 308.U 0.3480 0.3860 Page: 7 • • • ... 11111 -Date Ti.me Reservoir Reservoir :rnflow Outflow -Storage Elevation (cfs) {c:fs) (ac-ft) (ft) 01 Jan 01 0547 0.00571 308.19 0.3460 0.3826 • 01 Jan 01 0548 0.00566 308. l9 0.3440 0.3792 01 Jan 01 0549 0.00561 308.19 0.3420 0.3760 01 Jan 01 0550 0.00557 308.19 0.3400 0.3730 01 Jan 01 0551 0.00552 308.18 0 .3380 0.3700 -01 Jan 01 0552 0.00548 308.18 0 .3360 0.3671 ·-01 Jan 01 0553 0. 00544 308.18 0.3340 0.3642 01 Jan 01 0554 0.00540 308.18 0.3320 0. 3615 , .. 01 Jan 01 0555 0.00535 308.18 0.3300 0.3588 01 Ja,, 0l 0556 0.00532 308.18 0.3280 0.3562 -01 Jan 0l 0557 0.00528 308.18 0.3260 0.3536 -01 Jan 01 0558 0.00524 308.17 0.3240 0.3511 01 Jan 01 0559 0.00520 308.17 0.3220 0.3486 -01 Jan 01 0600 0.00517 308.17 0.3200 0. 3462 ------- 'Ill • • • ... "" .. --.. -.. ---Page: 8 • • - • - ""' ... .. .. -.. - - - - -... -- 11/27/2006 .. • STAG~~TORAGETABLE MUROYA Elevation Area Total Volume (ft) (acres) (acre.ft.) 308.0 0.0246 0.00 309.0 0.0365 0.03 310.0 0.0491 0.07 311.0 0.0622 0.13 312.0 0.0763 0.20 1 of 1 H:\EXCEL \0042\219\Stage-Storage-ENG.xls .. - .... .. .. - ---- - ----- - DISCHARGE RATING CURVE Riser Perforations calculations Based on Orifice Equation BOTTOM ELEVATION OF HOLE NO. 1 = HOLE NO. 1 DIAMETER = NUMBER OF ORIFICES= WEIR EQUATION Q = CLH312 where C = Weir Coefficient = 3.0 when H = 0.5 feet = 3.3 when H >= 1.0 feet L = Length of the Weir (feet) H = Water Height over Weir (feet) 1Headwate1 Hole 1 (11 Elevation Riser-Ori! (feet) lcfs) 308 0.00 309 2.01 310 3.30 311 4.22 312 4.97 313 5.62 314 6.21 H:\EXCa\0042121!1\0RlFlCE•Basin.xls 1112712006 MUROYA ORIFICE CALCULATIONS 308.00 feet 10.0 inches 1.0 0.833333 feet 0.545415 area (sq ft) Orifice Equation ... 0.ririce = CA(2gh)112 where C = Orifice Coefficient 0.60 (per Brater & King "Handbook of Hydraulics") A = Cross Sectional Area of the Orifice g = Gravitational Constant 32.2 feeUs2 h = Effective Head on the Orifice Measured from the Centroid of the Opening """' .. • - """' ... • • ... • ---- --------- "" .. RATING TABLE FOR FLOW OVER RISER BOX Detention Basin Muroya 5' x 5' Concrete Riser ( 4' x 4' opening) WEIR EQUATION Q= CLH:v.z where C = Weir Coefficient = 3.0 when H = 0.5 feet = 3.3 when H >= 1.0 feet L = Length of the Weir (feet) H = Water Height over Weir (feet) ORIFICE EQUATION Q = CA(2gH)1r.! C = Orifice Coefficient =0.60 A = Cross Sectional Area of Orifice (ft2) g = Gravitational Constant (32.2 fVs2) H = Water Height over Centroid of Orifice (ft) Water Height (feet) Riser Length (feet) Riser Width (feet) Weir Coeff. Weir Length (feet) Orifice Coeff. Orifice Area (ft') Weir Flow (cfs) Orifice Weir Orifice Flow Flow Flow CLOGGING FACTOR 10% (cfs) (cfs) (cfs) 0.2 4 4 2.7 16.00 0.6 16.00 3.84 34.45 3.45 29.29 0.4 4 4 2.7 16.00 0.6 16.00 10.93 48.72 9.84 41.42 f;;:· ~!"~:.·:;1;·1.~·.r;JAT;.~.:;\~·~ .:.:<~:~:·~~ 4T-}~;;})~r :.fi;(~·~o ~;~•~~-;,~i:f sroor::~;: • ~ o.B~I: -(~~=-/~~ 1 s.o01~~ -" t:1·s_g7::~t:0~!.-.. 54~48Jf\:~:\;\~·1·527 ;;Q·f.:p:~M>;:-30,i,~·,; .. ~: 0.6 4 4 3.1 16.00 0.6 16.00 22.68 59.67 20.41 50.72 0.8 4 4 3.2 16.0□ 0.6 16.00 36.06 68.91 32.46 58.57 1.0 4 4 3.3 16.00 0.6 16.00 52.80 77.04 47.52 65.48 1.2 4 4 3.3 16.00 0.6 16.00 69.41 84.39 62.47 71. 73 1.4 4 4 3.3 16.00 0.6 16.00 87.46 91.15 78.72 77.48 1.6 4 4 3.3 16.00 0.6 16.00 106.86 97.45 96.17 82.83 1.8 4 4 3.3 16.00 0.6 16.00 127.51 103.36 114.76 87.86 2.0 4 4 3.3 16.0□ 0.6 16.00 149,34 108.95 134.41 92.61 2.5 4 4 3.3 16.00 0.6 16.0□ 208.71 121.81 187.84 103.54 3.0 4 4 3.3 16.00 0.6 16.00 274.36 133.44 246.92 113.42 3.5 4 4 3.3 16.00 0.6 16.0□ 345.73 144.13 311.16 122.51 4.0 4 4 3.3 16.00 0.6 16.0□ 422.40 154.08 380.16 130.97 H:\EXCEL\00421219\0vei11ow-Riser-.xls -• -Rational Method Hydrograph Calculations for • MUROYA City of Carlsbad, CA -O,oo= cfs 11.15 Tc= 10 min C= 0.4 #= 36 P100.s= 2.6 in A= 4.95 acres -(7.44*PB"D'-.645) (l*D160) (V1-VO) (.d VI .a 7J (Q=ciA) (Re-Ordered) D I VOL t.VOL I ((NCR) Q VOL ORDINATE -# (MIN} {IN/HR) {IN} (IN} {IN/HR) (CFS) {CF) SUM= • 0 0 0.00 0.00 0.73 4.38 11.15 6690 0.00 1 10 4.38 0.73 0.20 1.22 2.42 1452 0.31 -2 20 2.80 0.93 0.14 0.87 1.72 1030 0.31 3 30 2.16 1.08 0.12 0.70 1.38 827 0.33 -4 40 1.79 1.19 0.10 0.59 1.17 702 0.33 5 50 1.55 1.29 0.09 0.52 1.03 616 0.35 -6 60 1.38 1.38 0.08 0.47 0.92 553 0.35 .. 7 70 1.25 1.46 0.07 0.42 0.84 504 0.37 8 80 1.15 1.53 0.07 0.39 0.77 465 0.38 .... 9 90 1.06 1.59 0.06 0.36 0.72 433 0.40 10 100 0.99 1.65 0.06 0.34 0.68 406 0.41 -11 110 0.93 1.71 0.05 0.32 0.64 382 0.44 12 120 0.88 1.76 0.05 0.31 0.60 362 0.45 13 130 0.84 1.81 0.05 0.29 0.57 345 0.49 .... 14 140 0.80 1.86 0.05 0.28 0.55 329 0.50 15 150 0.76 1.91 0.04 0.27 0.53 315 0.55 -16 160 0.73 1.95 0.04 0.26 0.50 303 0.57 17 170 0.70 2.00 0.04 0.25 0.49 292 0.64 -18 180 0.68 2.04 0.04 0.24 0.47 281 0.68 19 190 0.66 2.08 0.04 0.23 0.45 272 0.77 -20 200 0.63 2.11 0.04 0.22 0.44 263 0.84 21 210 0.61 2.15 0.04 0.21 0.43 255 1.03 -22 220 0.60 2.19 0.03 0.21 0.41 248 1.17 23 230 0.58 2.22 0.03 0.20 0.40 241 1.72 ·-24 240 0.56 2.26 0.03 0.20 0.39 235 2.42 -25 250 0.55 2.29 0.03 0.19 0.38 229 11.15 26 260 0.54 2.32 0.03 0.19 0.37 223 1.38 -27 270 0.52 2.35 0.03 0.18 0.36 218 0.92 28 280 0.51 2.38 0.03 0.18 0.35 213 0.72 -29 290 0.50 2.41 0.03 0.18 0.35 208 0.60 30 300 0.49 2.44 0.03 0.17 0.34 204 0.53 -31 310 0.48 2.47 0.03 0.17 0.33 200 0.47 -32 320 0.47 2.50 0.03 0.16 0.33 196 0.43 33 330 0.46 2.53 0.03 0.16 0.32 192 0.39 -34 340 0.45 2.55 0.03 0.16 0.31 188 0.36 35 350 0.44 2.58 0.03 0.16 0.31 185 0.34 • 36 360 0.43 2.61 0.00 0.00 0.00 0 0.32 SUM= 20057 cubic feet -0.46 acre-feet -Check: V = C*A"'Ps -V= 0.43 acre-feet OK -.. RM-Hydrograph-Muroya.xls 11/27/2006 .. .. - .. .. .. - ... .. !If, .. .. --- - --.. -.... """' Muroya TM Drainage Study CHAPTER6 EXISTING CONDITIONS HYDROLOGY MAP OE:DJG H:\RS'OR.TS\004%12111\AO!.do< w.o. OIM2-<n19 11/28121J06 5:28PM ! I j I i----· I I I I I I j I I I I I LEGEND VVATERSHED BOUNDARY FLOWLiNE NODES SLJBAREA AREA 0 11.00 ACRES I \ \ \ \ \ I I " I I I I I I l, ' H&A 7/9/2009 I I I I I I I I I i I I I I I I I I I I I I J_ I I P 24,15 ---------PREPARED BY: I HUNSAKER I I & ASSOCIATES I I S A N Cit.GO, l~C. I I I PI.Af~NlNC ~0179 Hfir.1teker'$ Sveet I H,'CINf.EUNG San Diego, (.e, :J/1II I I I S\JRVtYINC PH(l'!SS)558"450□• fX{S.56}558-1474 I I 7 I I I I I I I I I I I I I I 60 120 ------ SCALE l'= 60' I I I I EXISTING CONDTION HYDROLOGY EXHIBIT FOR: MUROYA CITY OF CARLSBAD, CALIFORNIA 180 I I I I I , SHEET 1 OF 1 R, \032! \& Hye! \321 $H01-EX,clwgC 127SJNov--27 -2006•15•30 Ol ,;; I l c .. \ Muroya TM Drainage Study CHAPTER 7 DEVELOPED CONDITIONS HYDROLOGY MAP l:'!1;:o.JG 'H:\REFOirr~l!ll,.I.Qf.dot w.a. :G'll-«rn• 1~/.l:28PM PROJECT SITE CITY Or ENCINITAS VICINITY MAP /JO SCALE i I , \\ I II I II / n I )/ I II I 11 I 11 I II I II I 11 I II ' II I II / II ; ' I I I I I ' I ·-j I ' I ~--~ I I I ,_J_ __ II \\ i LEGEND if WATERSHED BOUNDARY Fl_OVVLI NE NODES SUBAREA AREA ------ THRASHER PLACE TO WI-IEE LANE --· 0 I 1. 00 ACRES I H&;\. 7/9/2009 i I PREPARED BY: PlANNINC f:-tClt..:HRINC :>URVLYlNG HUNSAKER &ASSOCIATES 10179 Huer,rmlmns Street ~n Die&o. Ca 9lI21 PH(85R)5JB-4.i[-0, D:(8'iR)~5M414 DEVELOPED CONDITION HYDROLOGY EXHIBIT FOR: MUROYA CITY OF CARLSBAD, CALIFORNIA I t I SHEET 1 OF 1 R•\ 0321 \ 8.Hy cl\ 321$H02-DEV .ci wgllJc,l-09-2009•1°'18 "' -N I N .., 0 ~ d ;Ji ... .. .... ... -- -- --.. .. .. - .. - - - Muroya TM Drainage Study CHAPTERS APPENDIX OE:f/.J H:'RE:PORTS'i0:M2i.219''A02-do: w.o. 2ss1~3 ii~,2001 e:oa ;.M, --G'o ---·----~lHRASHERPLACE -I I I I I I I I I i I I I I I I I I I I I I - f?EQ4lM/.';D ;t,A11.:R tl[TER- _j NDARY \ u n 1 II n jB.66 AC~£SI I I i \ \ \ I _·j j / \ 50 0 :so 100 ~c- DEVELOPED CONDITION HYDROLOGY EXHIBIT FOR: SHEET .. .. .. .. .. .. - • -• ... ----.. -- • • • -- 1-2 1-1 Title: Muroya h:\stormcad\0042\219\dev_sd.stm ?--=> A 05/03107 05:09:23 PM © Haestad Methods, Inc. Scenario: Base 1-3 1-7 1-4 ~ _, :-1 N i O') I w I CL \/ CL c.o I a_ P-8 P-7 f""7 A , __ ; ~ :_· _, 1-5 1-8 1-6 Outfall Hunsaker & Associates San Diego, Inc 37 Brookside Road Wateri::lury, CT 06708 USA +1-203-755-1666 Project Engineer: DJG StorrnCAD v5.5 [5.5005} Page 1 of 1 • ... - ... - .. • - --.. ----- Title: Muroya h:\storrncad\0042\219\dev_sd.stm 05103/07 05:10:23 PM 1-,-, Sl3:ll-1)0ft ',,_ 111, OUt 302,80ft Rim: 312.30ft Sump: 302.80 ft (i5¢ fl 24 in:::h Co.i~l! @'.· S • O,QS57l3 Mt Hvda,iii: G:ade Lim, OUt 2."9,50 t Hymsu\V.:: G."l!M' ~ in: 30~.26 n UiCSft 6:· S• ~.O Hv,1,-.i,Ji;:t.-ad£lin ~uftcG.~Li 315,0-3 ------265.~3 7-00 Project Engineer. DJG StonnCAD v5,5 [5,5005] Page 1 of1 , . Title: Muroya h:lstormcad\0042\219\dev_sd.slm 05/03/07 05:11:25 PM r I , . , ' 1-7 ----. Slo:0•0011 liwOtt312.00h mm: 315.0011 Sump: J12.00 fl ,,,,_.,, ... p.9 _,./ I GO.DO ll 24h1d1 Contmle (jl S • 0.21766) 11/11 II Enm1rt Clim.le Uno Out 300.08 fl llyll1aulic Grndo Lino In: J 12.77 fl j \➔ .. O•OO Profile Scenario: Base Profile: Profile -3 Scenario: Base ~8 Sin: Ot601i Inv In: 298.94 ft Inv In: 298.94 ft Inv Otrt: 298.94 It lliln:311.94 ft Sullll: 298.94 h I 320,00 I 315.00 310.00 305.00 300,00 ! 295.00 1•00 Stntion(ft) Hunsaker & Associates San Diogo, Inc Elevntion (II) © 1-laestad Methods, Inc. 37 Brool<side Road Waterbury, CT 06708 USA +1-203-755-1666 f I J I f I f I J I I I J I ' ' f I f I Project Engineer: DJG StormCAD v5.5 (5.5005] Page 1 of 1 f I f I I I r I 1-4 '"-. ' Sia: 0+00 II "-. Inv Out: 304.74 rt ','-..._ l Rim: 308.00 fl Sump: 304.74 It Profile Scenario: Base Profile: Profile -2 Scenario: Base ~-1-8 1-6··\ Sia: 0+63 II Inv In: 299.38 II Inv Oul: 299.05 II Rim:310.60ll Sump: 299.05 fl .. -· --~/ Sta: 1 +08 !I .. -----Inv In: 298.94 fl /_.,,-Inv In: 298.94 fl ,-, Inv Out 298.94 fl ' ', Rim: 311.94 fl Sump: 298.94 fl ', ... , ' '-·1-5 Sta: 1+24 fl Inv In: 298.76 It Inv In: 298.40 fl Inv Out: 298.40 fl Rim: 311.90 ft Sump: 298.40 fl 315.DD 310.00 305.00 Elevation (II) Title: Muroya P-6------ 63.21 n 24 inch Concrete @ s = 0.084797 run Hydraulic Grade1.ine Out: 299.72 fl Hydraulic Grade Line In: 305.45 fl P-7 0+00 44.36 It 24 inch Concrete Hydraulic Grade Line Out: 299.93 fl Hydraulic Grade Line In: 299.98 fl @S :0.002480fVfl 1+00 Slalion(fl) Hunsaker & Associates San Diego, Inc --P-8 16.00 n 24 inch Concrete @ S ~ 0 .033750 fU[l 300.00 295.00 2+00 Hydraulic Grade Line Out: 300.11 fl Hydraulic Grade Line I~: 299.93 II h :lstormcad\00421219\dev _sd .stm 05/03/07 05:11:03 PM © Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 f I ' ' ' ' f I r I I I , 1 I I ' 1 Project Engineer: DJG StormCAD v5.5 [5.5005] Page 1 of 1 I I , I ' ' , ' f I Label Upstream Jownstrean Node Node P-2 1-3 t-5 P-3 1-5 1-2 P-4 1-2 1-1 P-5 1-1 Outfall P-6 1-4 1-6 P-7 1-6 1-8 P-8 1-8 1-5 P-9 1-7 1-0 Title: Muroya h:lstormcad\00421219\dev_sd.stm 05/04/07 09:07:04 AM J II ' 11 f II Scenario: Base Combined Pipe\Node Report Length Section Full Average Upstream Downstream Constructed Hydraulic (ft) Size Capacity Velocity Invert Invert Slope Grade (cfs) (ft/s) Elevation Elevation (ft/ft) Line In (ft) (fl) (ft) 45.54 24inch 67.30 17.70 302.80 298.76 0,088713 304.26 135.65 24 Inch 24.95 9.02 298.40 296.75 0.012164 300.11 203,03 24 Inch 24.54 8.88 296.42 294.03 0.011772 298.13 258.71 24 Inch 75.34 21.81 293.70 265.00 0.110935 295.49 63.21 24inch 65.87 11.66 304.74 299.38 0.084797 305.45 44.36 24inch 11.26 3.30 299.05 298.94 0.002480 299.98 16.00 24 inch 41.56 9.70 298.94 298.40 0.033750 299.93 GO.DO 24inch 105.54 17.00 312.00 298.94 0,217667 312.77 Hunsaker & Associates San Diego, Inc © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 ' ' , .. r II f I f I f I r I I I Hydraulic Total Grade System Line Out Flow (ft) (cfs) 299.50 16.40 298.27 23.07 295.57 23.07 265.81 26.17 299.72 4.10 299.93 4.10 300.11 6.67 299.93 4.78 Project Engineer: DJG StormCAD v5.5 [5.5005] Page 1 of 1 I I f I ' ' ' I ~ - VlCINl1Y MAP NO SCA!.£ LEGAL DESCRIPTION: A P':,RJ"lfl( CF le SaJiH VZ f.F Tie Sxri:-ESi lit. U Tri! 5alir.ttST Vt. u S:E:f:1:1{ 22. T-IZ 5/1.!,,i, IWi'E' 11-::rr, Sul Ii:&~~ II T,EC!TY(FC,,,...i!AI! Cl:Nl1 f, S!H[;SD, SrAt!'CF ~. AC!Z?!:IN': TC £F.JaJ.l P'..AT ~ ASSESSOR'S PARCEL NUMBER: l!S-{}lo-;;ti CALIFORNIA COORDJNA TES: /91i-'..Z4G DEVELOPER: Rru.N/;/ae; 57.!.0 Fl=i Si?S'T,, !iJ.fi? 2fJO C,,,~C49KICB (it0)6/JH:')J SOURCE OF TOPOGRAPH'r: E.!lr111C>F.Jr~ IJiOE.-A-., S/HrA J,'/}., Col 91705 (714)54/.-1..229 f)J,a.Jm. zx-a AiJBREVIA TIONS O.SIH.:-; B.EtJ.nr:11 APrL:li FtJ:r;;oPL,ti fN:Siifii!)Sua"4CE Gi'..J!£~ N,'!f!Hf!:L_l:'fA'iA;Jv ft,.',HU N::r~F=i litn'TGSCA!.E P.4!le.:..,_,Ti!H fcf(j,:FQRafle f'o>(;(FQ1;;>RrnHI Fi:Nf t;;: ~ Ci...flr'IAilR= ~ CF 11:if'i!SE Cll/¥AI!R!' f'?.r.:1ritUE PottrrF i'Sr,c,t ~ M:/ ~ c=l'r. R/,'/ fi',I' s SD Sf' n: 1r i;!' l,t' w W5 ' R"1//1CF W;r R:a.J.ISWAiai' s:-a Sit:l:f(),:u..,y ~~F=i Trl'(FC/F.J TlP a: fr.arN: iCP(F a!!.1..1. ~a-. w,ra, W.iiE\'&P.'Aa!' MICHAEL L. BENESH Profa.rional Ovil Bngjneer a11d Lnd Survryor WORK TO BE DONE: Cn,tsuall Z'raeL 'no. 98-rS ~n,prouen,iene ,:Plans Carnation !7',opertg fJE ~"t ~ $11.tJ.!, $f'~A'~Y.::!' tt1/rl' TrE ~ tlX!.lf!Ni"S. aRetf AI ti£ I"h!r.F~ ,s leet!il iif 1Hi a;y -(. D.1l.S.!JJ~JLCD:E l. cm C1' ~ S:-LIC<'!>!' .! T~SErlf'Pw¢ I.. li£lia.in1a/ N!J. l.SJ!, /lUS 515199. s. ilf: Sr,,c,,;,,:; Sis1flcJ.T7X Fal. MBl.,t ll<P.<S C,,...«;;u;ntH (!;;51/ ;/'a}. 6. s«..s ~ B ~r.rll'J er G~ H'-, CU.rs IV'fi.i 7. T)eSA,,.,•uSQA.B ii:5aul. 5f,W;1.Z1Ci'...!li"'~ A'€iJ.$1'.J;rS:.~3'f lri:CITYrF CJ.1CSJ.D S;.JNJ4e£. !. ~c.o.triAL~lJ:~rEM!~iX/6~1SJ~-fi9 9. u:.w.D. ='?!IS i Si'!il:Flc/.r,:,,s f:P. W>'=!\ ~ w,;;;;; ~ sre LEGEND ~ ~Ii;,** Sr.sa. ~ 21 22 77,__2__,s ---------\r;r-. ~ I\..--"' 26 ),;#/ /21 INDEX MAP S!:.t.J.£· f';IOO' I.C.F,ief!Nr """=1c "'-9 8 Gl/l'T51 (o1 C-!', Tr?!IG ACOR (61 G-S T~A ~.!liilJ.~ frl?, TIF-'A' F.C.C. &.r.Ell!!Y G./1.A• (a.S;Jirl(~u!~ C::,,C'1/i'i: 5Dc711J.~ G--i 8' PVC SF:Ha 1'.ui 5-<. 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FREE 1·800-422-4133 l"F.CJ:u./.A /!S-l D!'.1AJL !,Ill G, I J E.l:x I E,o, /IX! 05"//Xi F""" ~ REFERENCE DRAWINGS: a-r,i:::; Dw.;. M:.. 9J.5Jl /J'F.?;,-ee.. FuH5 P.111 er ~2-J.1 G'r,I!) JAY.;, No. 9,l-,let ~~ i'UJls F1'l /iu.ar 11,,t R"."11 ( 11/fi:ET) I :.~-i='l(IJ FT. DECLARATION OF RESPONS/BLf: CHARGE lr65YC~11UilA"fi1£e,;,,."'SCFJKRC'.'il:('RmJ$~ ~;1;;:.l': ~CfCr..(O fSl"jSEJ.!C:..,.!e'JE'IMJliif:!B'f.iN<FU:!50..ECF' J.Sri!ffrlBW"!J!!CTQIGifr r~ :l.S'eS' A'lJ ~ C:r£ J."() ir.!1 uli-a:'JiX5JI IS~ Wi1"'rl ae:!fT SiJJl)Jifli , tn::SSi,WJ rr:>tr r,e aexrFiP'.Jr:f m!il1Q llt)~f06 :t rrlcrrrrFc.vt~ {Sc:,.n,e J'llA,'E'l'EII CN,,Y /,M &!.i:$tKl,/aE.f'I£ AS' !:MJIS !::r ~(F ,'ff ~~~~~ t!O<JS.l..lBe/11 ~ C"ll.!!Mi1E:!RPO!.JJIJSF.Etm IQ.li./.M'DAl';P.!e;/11;,!J ~ IO!J'.G,J.. lieE!i{ -~ P.:I!Jlm ' 6"'.J/JW CAUTION: lm1!!: ·1Du,Jmr£;)r.:SW.,,,,P.;;1!i:,,t;~CH..r,Cafi'ii!.:;,rt/,Sfi!!s,,;;1U1t.UC11f/D(;.).IJ(IT;'31'5'r'JJI. 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WT. rF If.SUI: J!l),n REr:,;TSYIJl(J6.l)I,!Cll5/cS fJ.t"7Amt: 13.87 DAM: H.5.L I '"'.!ill I .. 28 ~ ~ :g c$ ii~z9 :,o I J/ JIIJB STORM DRAIN CENTER LfNE DATA /Kl IDeTJ./SWMI ll,f;4$j /..."Wulf ~.A.II!!.!; /J N18't,J.'/,l."E I . 6.t.a· I 21.•f1Ci'l5(IO-!;, Iii Jfl'ZJ1.8' I 45.{XI" 25.87" z4• IICi' i,/1HJ IC N~?Ol§J.'E 1 19.97' 21.·RCr~ LI NWZl':J.·E I J{..5{}' 2t."11Ci'/5C{}-I) Sal>l'Jlclla!lll a i 1-1,,w-s.·£ j . Ii.DI' Zt.'Rf:PISO().I) WMArs;J.Hr.blGS J I Nl.li?J'/51."E I //.i.1,q' 2L'f1CJ'{S(//}.(l Wl'N,,Hai ix;,t .,)';t(;'S ' I u-:6'59" I 45.00' .l6.J5' Zt.'fia'/S/li-D wl'HATS Tf.ifT..lol(;S s NfiS•ztu·w I . i5.l8' 21,•g;;;,~ WIWA19' iJeiT ..t1lr5 d I ff es•zz·w w I . I mo.la 1/J'fr.f'Z'.;(l).I) 1 45"00'CO' I zz.str I fl.67' I 11/'li':rlf«H! B N49'Jl'SJ.'E I I S./a' I IS'RCi'ZOIXrl) 9 .V••:ns,.·f I I ~.t:(}' /6'11CPJ$1i/i-b W/WJTSi "/'f~i' J'JlfiS 10 N 19"56'Zl'E I . I J7.5J' Ill' 1/CP /SOI}.() WIW,U~ ilGn'i .bms !!dJ1i. TIE cth-'fT£Ti! tzi'E {H rre NS:J;E CF ,(ll ~ O:N::!£i'E r'H ~r if 1//!P'.JS!fiJ n, "11;,tJE • /-f:IHJ1 CF /.J/? C',SI i1i1i ~ WJe/ 11E ()5;t;I{ VE!.ca'17.5£1'519 f.P.S.. TH:~ ces.,..,...., Sue."'im:; next FEJ.t:H:S~E:fr::Sa'".tOP.ll Underground Service Alert ~ CAL.I.: TOW. FREE "\!!;;I l-800-422-413:l """""' il'!&E ~c: t).t,"(S ~:.!' l'(l,I tac CAUTfON: ~W.TFl'!.!USAt:alDtllOrP..!S Clll. r lr.'!JSE lll'I.JTiES sa,t;;N;;.,"IG Ta TIE C....~ rHe!'E ccu.tJ 1E Oil:S ~ PRc$Dd AT THE WC4( S/fE. rt: c.9ITi5l wu u:r.JtW rau er lf.'i'l:lit rt£1 ~ IDJ'i=Y, "AS-BIJILT" c,,. 1---..--1-----------+--+--+----i---1ITll City 1!;,!,/i.!1;{.sbad jQJ 1---1---+-------------l--l---+---I,~ ........ ,,... STORM DFWN I MICHAEL L. BENESH Profusional Civil Engineer and Land S m7J!fYOr l ;,,,,...,,..,,,._,._dr 1----+---+-------------+-------1---1 & rw:~""1' ~r'-­f---+]--+-------------,1---+-+--+--i err,-il<E2.l.!S~=Al1 ::e,.i .. :: RE'IISION 0.SCRJPTI/JN i-:::_:c:;.-:..._-'-'-='-l-'°'"";"-_•1 """""''-"' ;;;..i I= Sit 11 CT 98-18 -s-hU..o,JcP>:1:&,,d,~CAm2!1 l'l,cn¢760721!-e938 F.AX760697-:/:IIE E-M=Ull:l!~ C.H. W.D. 99-508 - I z (u e s: ~ • l n I I .. ii ii ~ CJ ~ J ' ! ~ s z i C s: Ill i m :r, i J CJ I Gl . z C: . g: [ll !ii lflCJ • d>j j • .JG) I z I C !: _,