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HomeMy WebLinkAboutCT 08-03; LA COSTA TOWN SQUARE; HYDROLOGY STUDY; 2012-04-01HYDROLOGY STUDY FOR LA COSTA TOWN SQUARE G-r 00 ,05 Job No. 10-1290 Prepared: April 2012 / Prepared by: O'DAY CONSULTANTS, INC. 271 0 Loker Avenue West Suite 100 Carlsbad, California 92010 Tel: (760) 931-7700 Fax: (760) 931-8680 Tim O. Carroll RCE 55381 1:\0010 17\Stonnwater _ Site\Drainage\LCTS Res_Drainage Rpt.Doc ct /'II,~ Date '. • HYDROLOGY STUDY FOR LA COSTA TOWN SQUARE Job No. 10-1290 Prepared: Apri12012 Prepared by: O'DAYCONSULTANTS, INC. 2710 Loker Avenue West Suite 100 Carlsbad, California 92010 Tel: (760) 931-7700 Fax: (760) 931-8680 Tim O. Carroll RCE 55381 I:\OO 1 0 17\Stonnwater _ Site\Drainage\LCTS Res_Drainage Rpt.Doc Date • • • SECTION 1 SECTION 2 SECTION 3 SECTION 4 SECTIONS TABLE OF CONTENTS INTRODUCTION Purpose of Study Scope Hydrologic Analysis HYDROLOGY Modified Rational Method Description Program Process CONCLUSION Vicinity Map Intensity-Duration Design Chart Isopluvial Maps 100-Year,6-Hour lOa-Year, 24-Hour Runoff Coefficients Nomograph for Determination ofTc for Natural Watersheds Urban Areas Overland Time of Flow Curves Hydrology 100 year Analysis Existing Condition Hydrology 100 year Analysis Developed Condition -Overall Hydrology 100 year Analysis Developed Condition -Office 1:\001 o 17\Stonnwater _ Site\Drainage\LCTS Res_Drainage Rpt.Doc • SECTION 6 Inlet and Facility Sizing SECTION 7 On-Site Detention Basin Calculations 100 year Developed Inflow vs. 100 year Existing Outflow SECTION 8 -APPENDIX DRAINAGE MAPS • • 1:\0010 17\Stonnwater _ Site\Drainage\LCTS Res_Drainage Rpt.Doc • • INTRODUCTION The La Costa Town Square project is located South and east of Rancho Santa Fe Road and North of La Costa Avenue in the City of Carlsbad, California (see Vicinity Map below) and a master planned development consisting of residential, office, and commercial uses. The entire site is approximately 74 acres with about 8 acres located north of Rancho Santa Fe Road. The residential component will comprise a total of 68 lots with 63 lots for single family units and 5 lots as open space over 24.4 acres. The mixed use commercial component will consist of retail shops, a grocery store, restaurants, a gas station, and a home improvement center that includes a garden center. The office site includes two parcels covering approximately 7.2 acres. Purpose of Study This drainage study was prepared to determine proposed runoff quantities for La Costa Town Square (Commercial, Office & Residential) and compare them to the existing runoff quantities. . Scope This study analyzes the 100-year flow for developed conditions ofthe site . Hydrologic Analysis The proposed developed conditions are shown on the Tentative Maps for the Commercial project, the Residential project and the Office project with detailed design components indicated on the precise grading plans of each. The Commercial project proposes a shopping center with more than 20 buildings of varying sizes, along with access roads, storm drain, sewer, water and other utilities. The Residential project proposes single. family and open space lots along with streets and utilities. The Office project proposes a pad separated from the Commercial and Residential projects by a large slope to be subdivided into two lots with the construction of two office buildings amounting to 55,000 square feet, storm drain, sewer, water and dry utilities. The site is generally described as mostly undisturbed vacant land with the exception ·of small borrow and stockpile sites for the grading and improvements of Rancho Santa Fe Road and La Costa Avenue per City of Carlsbad drawing 409-4B. The disturbed areas have since revegetated. The site is steep with well-defined drainage courses and generally slopes toward the south with slopes ranging from 10% along the northern portion to 18% southerly. There are several ephemeral drainage courses with steep side slopes greater than 40%. The USDA Natural Resources Conservation Service (NRCS) Web Soil Survey identifies Huerhuero loam as the predominant soil type, which represents Hydrologic Soil Group D. I:\OO 10 17\Stonnwater _Site\Drainage\LCTS Res_Drainage Rpt.Doc • • • The project site was divided into 3 drainage basins to analyze flows at the discharge points leaving the site. Under existing conditions, Drainage Basin "A" represents the eastern portion of the project site encompassing approximately 19.5 acres of natural terrain. Drainage Basin "B" is the middle portion of the site and includes 23.8 acres of undeveloped land.· Drainage Basin "C" is the western area and encompasses 19.4 acres. Refer to La Costa Town Square Existing Conditions Drainage Map in the appendix. Under proposed conditions, the area was divided into three drainage basins with discharge points remaining the same as under existing conditions. Drainage Basin 1 encompasses approximately 35 acres and includes approximately 9.5 acres of the Commercial site, 3.1 acres of the proposed permanent Open Space area that is bounded by the Commercial site to the west and th~ Residential site to the east, with the remaining area including the proposed residential development and a portion of La Costa Avenue up to Circulo Sequoia. All drainage form this basin flows into an existing 54-inch RCP City owned storm drain that discharges to a regional detention basin located south of La Costa Avenue and east of Camino De Los Coches. Flows from this basin are combined with off-site flows from Rancho Santa Fe Road and portions of the residential development north of Rancho Santa Fe Road. Drainage Basin 2 is approximately 27 acres and includes the remaining 24.5 acres of the Commercial site, 1.5 acres of the Office site, and 1 acre of open space that includes a proposed detention facility for peak fldw controls. Discharge from this proposed facility will be to an existing City owned 36-inch RCP storm drain within La Costa Avenue . Flows from this basin are combined with off-site flows from Rancho Santa Fe Road. The western portion was delineC\.ted as Drainage Basin 3 includes and includes 6.6 acres of the Office site as well and portions of La Costa Avenue. Discharge is to an existing City owned 30-inch RCP storm drain at La Costa Avenue and Camino De Los Coches. Any increased discharge will be mitigated through the use of flow-control hydromodification and detention facilities. Refer to the Storm Water Mitigation Plans for the corresponding sites for locations and sizes of each facility. HYDROLOGY The hydrologic analysis was performed utilizing methods outlined in the 2003 SanDiego County Hydrology Manual. The overall drainage area is less than one square mile and includes junctions of independent drainage systems; therefore, the Modified Rational Method was used for the analyses. The 100-year frequency storm event was to determine the peak discharge for existing and proposed site conditions for a 6-hour storm duration . 1:\001 o 17\Stonnwater _ Site\Drainage\LCTS Res_Drainage Rpt.Doc • • • Modified Rational Method Description The modified rational method, as described in the 2003 San Diego County Hydrology Manual, is used to estimate surface runoff flows. The basic equation: Q = CIA C = runoff coefficient (varies with surface) I = intensity (varies with time of concentration) A = area in acres For the 100-year design storm, the 6-hour rainfall amount is 2.8 inches and the 24-hour rainfall amount is 5.1 inches. San Diego County Rational-Hydrology Program Package Version 3.2, developed by CivilCADDICIVILDESIGN Engineering Software © (2004)~ was used to determine the rainfall amount, times of concentration, corresponding intensities and flows for the various hydrologic basins within the project site. The program was then used to route flows through drainage conveyance structures and confluence basins per the modified rational method. Program Process The Rational-Hydrology program is a computer-aided design program where the user develops a node link model of the watershed. Developing independent node link models of each interior watershed and linking these sub-models together at confluence points create the node link model. The program has the capability of performing calculations for 11 different hydrologic and hydraulic processes. These processes are assigned and printed in the output. They are as follows: 1. Initial sub-area input, top of stream. 2. Street flow through sub-area, includes sub-area runoff 3. Addition of runoff from sub-area to stream. 4. Street inlet and parallel street and pipeflow and area. 5. Pipeflow travel time (program estimated pipe size). 6. Pipeflow travel time (user-specified pipe size). 7. Improved channel travel -Area add option. 8. Irregular channel travel time -Area add option. 9. User-specified entry of data at a point. 10. Confluence at downstream point in current stream. 11. Confluence of main streams I:\OO 1 0 17\Stonnwater _ Site\Drainage\LCTS Res_Drainage Rpt.Doc • • • CONCLUSION Under existing conditions, the total runoff from the project site for the 100-year storm event is 220.0 cfs. Under proposed conditions, the total runoff from the project site for the 100-year storm event is 189.0 cfs (see table below). Basin 1 will generate an increase in discharge that will be mitigated through the implementation of on-site hydromodification as well as the existing detention basin that was built as part of the Villages of La Costa project located southeast of the La Costa Avenue/Camino de las Coches intersection. This basin was designed to accommodate an additional 164.4 cfs from future development. The increase in discharge due to the La Costa Town Square development is ~36.7 cfs. The 100-year discharge from Basin 2 from the project site is approximately 107 cfs. This flow, combined with 32.5 cfs of existing flows from Rancho Santa Fe Road, will discharge to a proposed detention facility southwest of the Commercial Site and west of the Office site just north of La Costa Avenue. The increase from the existing conditions discharge of 73.4 cfs will be mitigated through on-site hydromodification as well as the proposed detention facility. Runoff from Basin 3 will decrease from existing conditions from 54.8 cfs to 32.2 cfs and will discharge directly into the existing City owned 30-inch RCP storm drain . EXISTING PROPOSED BASIN A Q = 91.8 CFS BASIN 1 Q = 136.7 CFS* BASINB Q = 73.4 CFS BASIN 3 Q=29.2 CFS BASINC Q= 54.8 CFS BASIN 2 Q = 32.2 CFS** TOTAL Q=220.0 CFS TOTAL Q=190.2 CFS * This flow is ultimately routed into the existing detention basin upstream from Camino de las Coches. See appendix. ** The I DO-year peak developed flow from the Proposed Basin 2 is 139.5 cfs prior to being routed through the proposed on-site detention basin. The flow shown above is the peak outflow from said detention basin . 1:\001017\Stonnwater_ Site\Drainage\LCTS Res_Drainage Rpt.Doc 24 ~'" o 30 , ; / :' // !/ ./ . /.? / , I ..... . -" " ,!--',_ . ' .. :. . .... - .CmE2 .-\ ... f '\ o )r. .. ,~ ..... _ ... 1 ~ " '. ; .-"" ........ . I ~_,J.4_. -,' . ...... " ~ ,'~-....... ~ c..;,~ ., . -L ;') o ~ ". v.. OJ ..c: u c -:... IS I ••• ... ,,.. fl lit c: ,1 OJ ! I +-I c It ,.j ,', -.~ I I I /- ,4 '1-t t Jo' ,1 -I--:-LI.:+-l- 1-1-1-'1" Imlm: Equation: .-rl I :-t. I llilli ~ !lUll! , lflltf{:i'Y d-:i>{~TIOH D~SIGN CHART I . • t. I • • -;<:~). '-: , . . -, ........ ~t~~.mi'4-; .. :~iti&:Gc iiU;~~~j~, ~. , . '-1 0-1 r-e-c-t1-o-ns-fo-r-,,-p-Pl-1-ca-t-1on-: • .' .. -. 64,S i:'" .. : , .• I .'. 7.44 p~ D . ;::;'.! '!)!U : "," u ..... ", •. -:! .. ·.~r·..· . • . '. ~. :.! .·.~·)i',. ,. I • Intenstty (In./llr~) .. i;:i:i:;. 1) From precipi ta t10n map's detenn1 ne 6 ht I .: 24 hr. amounts for the' sel eeted fre'luel These maps are printed, in the County H) . "" . .., .. ~i~1 t· P6 .,6 Hr. Preeipltation;~In~) • . . I: ,: ... :".~ n. ." D • DUTation (Min.) . _I I~OO~~Hrmm mE"';~ ~ I. " 'h- Hanual (10.50 and lOO·yr. maps includE Design and Procedure .'anual). , 2) Adjust-6 hr. -precipi tatton (if necessar that it is within the range of 45~ to 6 the 24 hr. precipitation. (t4ot nrJllica to Desert) _ ~ " ,. '. -. "u"uolted *P6· . ,," 'I 3) t • . min'.' . c ';' : .1 -l-4-'-H-t-H+H.H-l+ .. Hfl .... '111111. .1.1 1.1111111 .Lt,u.I:II.I.J11I1 ~1--J-.I-rl..J _Ll" II '-13 -1-1" 'I" l'~ -~:. :1: 11,'0 :'. " .. t·. "4) I • _ .... _1n/hr.' *NotAppl1cable to Desert Region ',:" This chart replace&, the Intensity-Duratfon-frequency curves used s1nce IT :) • .i t n·n m H IllUllllllUUUIlll.llllUllIIW ......... . ~ 1~65. . ';:-' .. ; •• :' . ~'.: .~ l n -. 30 40 50 1 ... 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' l'-:': , • F~'~130"~-:--"F~t-4~·f.[~I::'r':; 3 .~ County of San Diego Hydrology Manual Rainfallisopluvials 100 Year Rainfall Evellt - 6 Hours Isopluv,al (mches) DP\Xl ~GIS ,r~:GIS ' ...... ~ 1';1 ~~~:~t~ ::i)it.Y,I' {):,,·:r.:ti! N' ~~~.~~'" ~~.s....- lKSloWtts,."OW'JEtlWIIHOUTW~OFAflffUtiO.(Jlk[R£IIPRE5Ii OAIIoII'UfD.WClUOWG.1III NOtUMITfOTo. THfIW'UEOWARI'INfTJES Of MEftClWfrMtrnV NCJ mJCSS .. Oft ArAImCUUA P\JM'oSe. ~SaQI.. ... ,..,....--. lh1~""""""--"~I_""$.Ii«»G~ E ......-,,-.........,,Q/VIOII .. ,.-..-.-.. _",-_"SAHoM;" tM""""'"~--.-..... __ ... I_, ... _cl_ ~~.-..oDrn-....... ,~ r-;:;; 3 Miles ..--,. • • T ,~~~~,l':i"'Ni ,\!F c~wn:;'::=R:T;:Trl~:=;~~;t;::~~;;'~!'T! !~~~ .' f j '~": . 'f ;3;!"1~ '))iI~ • , Ii': ~-~·Ci '.,", '~"4; '" 1''''''; ~I:ii' ;jl}";;~;":'1 IT .-•• T . ·'''''''''1 {=,Sr-I .-:,p'-<--r' "T' 1 '--i' • : : : ~\'i."': .. ~~,-,~;f: :'.~·-~"V: ~ i i J"J I· l' i I ~; ~ ~. (;' i ..... r !~ .. : __ :_:1 .'!: '; t\ .:' I • :t, 't t -·::~.Le -:.~-: -~. re:, ~ (1 "... :33"00: i : : I ,t~ .. : , : '~'" t-I:ll! r • L" ; (1:" .!._".'h'~'_:;_' , ; ,'1'.' .. i_ ,. '. 0: '("I (\1' ;~\l ~. qi '32'45' . . I . . . 'f"{:! ! . -- .;. I I 1 ' 3?'SO" t I , : I ,I ,; i . " • , I " I-I" : ~ ;' ; i~'~' i .~-·~.nf I ,i ;.! 1 : " , , 1 , ;,,1 .~' County of San Diego Hydrology Manual Rail1falllsopiuvials 100 Year Rainfall Event -24 Hours Isopluvial (inches) DP'\'XI ~"GIS .."...... ~'IJl.~~ ~~:-"""""r$, .. «, ·~GlS. Wo: H~\~. Sol:" i).:.ttll \';I~(' ..... N THlSJ.W>ISPRO'IIDEowllhOO1W~OI'NfY..wo iJ7Jotf1t1llP.RE~ -+ ~~o IttCUSOING ItJ'HOTUNlTEDTO.'t1£IW'lIEOW~ ,OPAWiCHNrlrANJrYlHJmHESSfOA",·.Umev •. AflPIJfUIQ$l. ~S .. G*$.""Wob""-t. Thot~....,WUon~"omlf.~G~ E ... ___ s~...,.~_,.,.,..... __ ... " "...,....~-.. ~ TW.,.._....,_ .......... """"" .......... ,.-.cH_ __ • .....a.,T __ ...... ~ S 3 o 3 Miles ~ -• San Diego County Hydrology Manual Date: June 2003 --• Section: Page: Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient "c" Soil TyPe NRCS Elements Coun Elements %IMPER. A B Undisturbed Natural Terrain (Natural) Pennanent Open Space 0* 0.20 0.25 Low Density Residential (LDR) Residential, 1.0 DUiA or less 10 0.27 0.32 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 Medium Density Residential (MDR) Residential, 7.3 DU/A orIess 40 0.48 0.51 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 .. 0.77 CommerciaVIndustrial (G. Com) General Commercial 85 0.80 0.80 CommerciaVIndustrial (D.P. Com) Office ProfessionaVCommercial 90 0.83 0.84 CommerciallIndustrial (Limited I.) Limited Industrial 90 0.83 0.84 General Industrial 95 0.87 0.87 C 0.30 0.36 0.42 0.45 0.48 0.54 0.57 0.60 0.69 0.il8 0.78 O.RI 0.84 0.84 0.87 .~ 3 60f26 D 0.35 0.41 0.46 0.49 0.52 0.57 0.60 0.63 0.71 0.79 0.79 0.82 0.85 0.85 0.87 *The values associated with 0% impervious may be used for direct calculation of the Iunoff coefficient as described in Section 3.1.2 (representing the'pervious 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 • H H EGLI/iTIOIf/ . Tc. (1It'-J) .385 lC = lim~ 0/ c"nt:~n;ra.;lon L = Len9111 01 wa!t!"rsnecf II r LJ(I'I't!"rence.in ~/~va.;'dn a.la/!9 e/,Pc:"4'!tye sloc~ line (St:~ lI,:Jp~na'iX ;(.8J 7"" 3tJO 2IJO /Elt) I as It) ~=--=-..::r'-'==~=-"'=iiII "NOTE:. 5 R AOD TEN MINUTES TO ~ g COMPUTED TIME OF CON-5 Ii....~TION-==--=--=----Ji L \F1GURE 14.13'1 ' L ~(}t)t) IlJtJO /61)0 I¢(J(J /.2ElI) /001) !!IIJO BIJIJ 7d(J GIJIJ SO" '1()(} .300 200 SAN DIEGO COUNTY III. 210 . '1: Hot./;.$' M/hU}~S f/ ~¢() -","--' 184 2-~ /20 2tJ .s J DEPARTMENT OF SPECIAL DISTRICT SERVICES NOMOGRAPH FOR DETERMINATION OF TIME OF CONCENTRATION (Tc) FOR NATURAL WATERSHEDS DES IGN MANUAL APPROVED '.'). ,1y" •. *.1,(, ..... ~ "-~ . 1'\1\ ...... . . /tJtJ • URB,9A/ h'RE/75 ()//ERLlhV£J TIME aF rLtJW CUR.VES I E'(t7mpI4 : c,."'~~ : L e!'ngrh en" now e J(J(J /r. S/Op4 z /. tJ % CCe!'/r'%:/i!!'nr a/ Runo;"-Ceo 50 R~ad: ~~.-A:?/'1t:/ fiow""m~ r/.7 ;JItnu/~.s SAN 01 EGO COUNTY CEFAI=<TME:~~r OF SPEC :AL OIS7?ICT SE .~'1rcc:s DESIGN .~f'1ANUAL ;lP?~IJVE::) _-=-_-.:'~~' _. _./~' . .::.' __ ·...;;,;1'~r~/ .......---_. "';'~,,",,' __ _ I I' :'lI"" ,.~./ 44· ,. ·It '/0..2. ·tlJ !"-.~ ..... 1l.. .,- .~ ,. -.- \ ,...--'6 11 /-(:\D T -.:..1 __ 1...._'·: ____ ..!..-! --.0._ ----; .-:fs It) UR8AN AREASOVE~LA.~O TIME OF FLOW CURV::S QATE _I_Z....,:/_I....;.I_I ~_1~_ • • • 1017A.OUT san Diego county Rational Hydrology program CIVILCADD/CIVILDESIGN Engineering software, (c) 2004 version 3.2 Rational method hydrology program based on San Diego county Flood Control Division 2003 hydrology manual Rational Hydrology study Date: 08/29/07 LA COSTA TOWN SQUARE BASIN A -EXISTING CONDITIONS G:\ACCTS\001017\1017A.OUT ********* Hydrology study control Information ********** o'Day consultants, San Diego, california -SiN 10125 Rational hydrology study storm event year is Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 5.100 Adjusted 6 hour precipitation (inches) = 2.800 p6/P24 = 54.9% san Diego h~drology manual 'c' values used Runoff coefficients by rational method 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/station 100.000 to point/station 100.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** PER DWG. 368-2C, SHT. 15 User specified 'c' value of 0.800 given for subarea Rainfall intensity (I) = 3.797 for a 100.0 year storm User specified values are as follows: TC = 14.00 min. Rain intensity = 3.80(In/Hr) Total area = 19.50(AC.) Total runoff = . 63.50(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ process from point/station 100.000 to point/station 311.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 89.388(CFS) Depth of flow = 1.482(Ft.), Average velocity = 10. 181(Ft/s) ******* Irregular channel Data *********** . Information entered for subchannel number 1 : point number 'x' coordinate 1 0.00 2 10.00 3 20.00 'y' coordinate 2.50 0.00 2.50 Manning's 'N' friction factor = 0.040 sub-channel flow = 89. 389(CFS) , , flow top width = 11.852(Ft.) velocity= 10. 181(Ft/S) area = 8.780(sq.Ft) Froude number = 2.085 page 1 • • 1017A.OUT upstream point elevation = 383.000(Ft.) Downstream point elevation = 285.000(Ft.) Flow len~th = 840.000(Ft.) Travel tlme = 1.38 min. Time of concentration = 15.38 min. Depth of flow = 1.482(Ft.) Average velocity = 10. 181(Ft/S) Total irregular channel flow = 89.388(CFS) Irregular channel normal depth above invert elev. = 1.482(Ft.) Average velocity of channel(s) = 10.181(Ft/S) sub-Channel No.1 critical depth = 1.984(Ft.) , , 'critical flow top width = 15.875(Ft.) , , 'critical flow velocity= 5.675(Ft/s) , , 'critical flow area = 15.751(sq.Ft) Adding area flow to channel User specified 'c' value of 0.350 given for subarea Rainfall intensity = 3.575(InlHr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.350 subarea runoff = 19.893(CFS) for 15.900(AC.) Total runoff = 83.393(CFS) Total area = 35.40(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/station 311.000 to point/Station 312.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation = 285.53(Ft.) Downstream point/station elevation = 282.84(Ft.) pipe len~th = 55.56(Ft.) Manning's N = 0.013 No. of plpes = 1 Required pipe flow = 83.393(CFS) Given pipe size = 24.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 21.270(Ft.) at the headworks or inlet of the pipe(s) pipe friction loss = 7.547(Ft.) Minor friction loss = 16.412(Ft.) K-factor = 1.50 pipe flow velocity = 26.54(Ft/S) Travel time through pipe = 0.03 min. Time of concentration (TC) = 15.41 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/station 311.000 to point/station 312.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 35.400(AC.) Runoff from this stream = 83.393(CFS) Time of concentration = 15.41 min. Rainfall intensity = 3.569(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 401.000 to point/station 402.000 **** INITIAL AREA EVALUATION **** User specified 'c' value of 0.350 given for subarea Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)A3)/(elevation change)]A.385 *60(min/hr) + 10 min . Initial subarea flow distance = 240.00(Ft.) page 2 '. 1017A.OUT Highest elevation = 373.00(Ft.) Lowest elevation = 358.00(Ft.) Elevation difference = 15.00(Ft.) TC=[(11.9*0.0455A3)/( 15.00)]A.385= 1.55 + 10 min. = 11.55 min. Rainfall intensity (I) = 4.300 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 subarea runoff = 0.090(CFS) Total initial stream area = 0.060(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ process from point/station 402.000 to point/station 403.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 0.873(CFS) Depth of flow = 0.188(Ft.), Average velocity = 2.458(Ft/S) ******* Irregular channel Data *********** Information entered for subchannel number 1 : point number 'x' coordinate 1 0.00 2 20.00 3 40.00 'v' coordinate 2.00 0.00 2.00 Manning's 'N' friction factor = 0.040 -----------------------------------------------------------------sub-channel flow = 0.873(CFS) flow top width = 3.769(Ft.) velocity= 2.458(Ft/s) area = 0.355(sq.Ft) Froude number = 1.411 , , Upstream point elevation = 358.000(Ft.) Downstream point elevation = 285.000(Ft.) Flow len~th = 710.000(Ft.) Travel tlme = 4.81 min. Time of concentration = 16.36 min. Depth of flow = 0.188(Ft.) Average velocity = 2.458(Ft/S) Total irregular channel flow = 0.873(CFS) Irregular channel normal depth above invert elev. = 0.188(Ft.) Average velocity of channel(s) = 2.458(Ft/s) sub-channel NO. 1 critical depth = 0.2l7(Ft.) , , 'critical flow top width = 4.336(Ft.) , , 'critical flow velocity= 1.857(Ft/S) , , 'critical flow area = 0.470(sq.Ft) Adding area flow to channel User specified 'c' value of 0.350 given for subarea Rainfall intensity = 3.435(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.350 subarea runoff = 1.250(CFS) for 1.040(AC.) Total runoff = 1. 340(CFS) Total area = 1.10(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ process from point/station 403.000 to point/station 312.000 -Ir*** PIPEFLOW TRAVEL TIME (user speci fi ed si ze) *-Ir** upstream point/station elevation = 284.98(Ft.) Downstream point/station elevation = 282.84(Ft.) pipe len~th = 58.27(Ft.) Manning's N = 0.013 No. of plpes = 1 Required pipe flow = 1. 340(CFS) page 3 • • • 1017A.OUT Given pipe size = 18.00(rn.) calculated individual pipe flow = 1. 340(CFS) Normal flow depth in pipe = 3.15(rn.) Flow top width inside pipe = 13.67(In.) critical Depth = 5.20(In.) pipe flow velocity = 6.46(Ft/S) Travel time through pipe = 0.15 min. Time of concentration (TC) = 16.51 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 403.000 to Point/Station 312.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.100(AC.) Runoff from this stream = 1. 340(CFS) Time of concentration = 16.51 min. Rainfall intensity = 3.414(In/Hr) summary of stream data: Stream Flow rate TC Rainfall Intensity (CFS) (min) (rn/Hr) No. 1 83.393 15.41 3.569 2 1.340 16.51 3.414 Qmax(l) = 1.000 * 1.000 * 83.393) + 1.000 * 0.933 * 1.340) + = 84.644 Qmax(2) = 0.957 * 1.000 * 83.393) + 1.000 * 1.000 * 1.340) + = 81.110 Total of 2 streams to confluence: Flow rates before confluence point: 83.393 1.340 Maximum flow rates at confluence using above data: 84.644 81.110 Area of streams before confluence: 35.400 1.100 Results of confluence: Total flow rate = 84. 644(CFS) Time of concentration = 15.410 min. Effective stream area after confluence = 36.500(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/station 312.000 to point/station 313.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation = 282.51(Ft.) Downstream point/station elevation = 268.22(Ft.) pipe len9th = 290.95(Ft.) Manning's N = 0.013 NO. of p'pes = 1 Required pipe flow = 84. 644(CFS) Given pipe size = 24.00(rn.) NOTE: Normal flow is pressure flow in user selected pi-pe size. The approximate hydraulic grade line above the pipe invert is 43.337(Ft.) at the headworks or inlet of the pipe(s) _ pipe friction loss = 40.718(Ft.) Minor friction loss = 16.908(Ft.) K-factor = 1.50 pipe flow velocity = 26.94(Ft/S) Travel time through pipe = 0.18 min. page 4 i. 1017A.OUT Time of concentration (TC) = 15.59 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ process from point/station 313.000 to point/Station 313.000 **** SUBAREA FLOW ADDITION **** user sRecified 'c' value of 0.350 Qiven for subarea Time of concentration = 15.59 mln. Rainfall intensity = 3.543(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0,350 subarea runoff = 2.728(CFS) for 2.200(AC.) Total runoff = 87.372(CFS) Total area = 38.70(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/station 313.000 to point/Station 313.000 **** SUBAREA FLOW ADDITION **** User specified 'c' value of 0.900 Qiven for subarea Time of concentration = 15.59 mln. Rainfall intensity = 3.543(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 subarea runoff = 4.464(CFS) for 1.400(AC.) Total runoff = 91.836(CFS) Total area = 40.10(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ process from point/station 313.000 to point/Station 153.000 **** PIPEFLOW TRAVEL TIME (user specified size) **** upstream point/station elevation = 266.22(Ft.) Downstream point/station elevation = 265.72(Ft.) pipe lenQth = 21.26(Ft.) Manning's N = 0.013 No. of plpes = 1 Required pipe flow = 91.836(CFS) Given pipe size = 24.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 22.906(Ft.) at the headworks or inlet of the pipe(s) pipe friction loss = 3.502(Ft.) Minor friction loss = 19.904(Ft.) K-factor = 1.50 pipe flow velocity = 29.23(Ft/S) Travel time through pipe = 0.01 min. Time of concentration (TC) = 15.60 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ process from point/station 153.000 to point/station 154.000 '1t'/'*i< PIPEFLOW TRAVEL TIME (user specifi ed si ze) **'1<* upstream point/station elevation = 265.72(Ft.) Downstream point/station elevation = 264.11(Ft.) pipe lenQth = 72.32(Ft.) Manning's N = 0.013 No. of plpes = 1 Required pipe flow = 91.836(CFS) Given pipe size = 54.00(In.) calculated individual pipe flow = 91.836(CFS) Normal flow depth in pipe = 20.74(In.) Flow top width inside pipe = 52.53(In.) critical Depth = 33.71(rn.) pipe flow velocity = 16.31(Ft/S) Travel time through pipe = 0.07 min. Time of concentration (TC) = 15.68 min. End of computations, total study area = 40.10 (AC.) page 5 • • • 1017B.OUT San Diego county Rational Hydrology program CIVILCADD/CIVILDESIGN Engineering software, (c) 2004 Version 3.2 Rational method hydrology program based on San Diego county Flood control Division 2003 hydrology manual Rational Hydrology study Date: 08/29/07 ------------------------------------------------------------------------ LA COSTA TOWN SQUARE BASIN B -EXISTING CONDITIONS G:\ACCTS\001017\1017B.OUT ********* Hydrology Study control Information ********** ------------------------------------------------------------------------ o'Day consultants, San Diego, california -SiN 10125 Rational hydrology study storm event year is Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 5.100 Adjusted 6 hour precipitation (inches) = 2.800 P6/P24 = 54.9% sari Diego hydrology manual 'c' values used Runoff coefficients by rational method 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ process from point/station 200.000 to point/station 200.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** PER DWG. 368-2C, SHT. 14 User specified 'c' value of 0.800 given for subarea Rainfall intensity (I) = 2.879 for a 100.0 year storm user specified values are as follows: TC = 21.50 min. Rain intensity = 2.88(In/Hr) Total area = 22.10(AC.) Total runoff = 45.40(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ process from point/station 200.000 to point/station 202.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 60. 602 (CFS) Depth of flow = 1.266(Ft.), Average velocity = 7.559(Ft/S) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : point number 'x' coordinate 1 0.00 2 10.00 3 20.00 'y' coordinate 2.00 0.00 2.00 Manning's 'N' friction factor = 0.040 sub-channel flow = 60. 602 (CFS) , , flow top width = 12.662(Ft.) velocity= 7.559(Ft/S) area = 8.017(sq.Ft) Froude number = 1.674 page 1 '. 1017B.OUT upstream point elevation = 347.000(Ft.) Downstream point elevation = 261.000(Ft.) Flow len9th = 1100.000(Ft.) Travel tlme = 2.43 min. Time of concentration = 23.93 min. Depth of flow = 1.266(Ft.) Average velocity = 7.559(Ft/s) Total irregular channel flow = 60. 602 (CFS) Irregular channel normal depth above invert elev. = 1.266(Ft.) Average velocity of channel(s) = 7.559(Ft/S) sub-channel No.1 critical depth = 1.555(Ft.) , , 'critical flow top width = 15.547(Ft.) , , 'critical flow velocity= 5.015(Ft/S) , , 'critical flow area = 12.085(Sq.Ft) Adding area flow to channel user specified 'c' value of 0.350 given for subarea Rainfall intensity = 2.688(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.350 subarea runoff = 13.922(CFS) for 14.800(AC.) Total runoff = 59.322(CFS) Total area = 36.90(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ process from point/station 202.000 to point/station 202.000 **** SUBAREA FLOW ADDITION **** User specified 'c' value of 0.350 9iven for subarea Time of concentration = 23.93 mln. Rainfall intensity = 2.688(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.350 subarea runoff = 8.466(CFS) for 9.000(AC.) Total runoff = 67.788(CFS) Total area = 45.90(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/station 202.000 to point/station 202.000 id('/,* SUBAREA FLOW ADDITION **i'* User sRecified 'c' value of 0.900 9iven for subarea Time of concentration = 23.93 mln. Rainfall intensity = 2.688(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 subarea runoff = 5.563(CFS) for 2.300(AC.) Total runoff = 73.351(CFS) Total area = 48.20(AC.) End of computations, total study area = 48.20 (AC.) page 2 • 1017C.OUT San Diego county Rational Hydrology program CIVILCADD/CIVILDESIGN Engineering software, (c) 2004 version 3.2 Rational method hydrology program based on san Diego county Flood control Division 2003 hydrology manual Rational Hydrology study Date: OS/29/07 LA COSTA TOWN SQUARE BASIN C -EXISTING CONDITIONS G: \ACCTS\001017\1017C. OUT ------------------------------------------------------------------~----- ********* Hydrology study Control Information ********** o'Day consultants, San Diego, California -SiN 10125 Rational hydrology study storm event year is Map data precipitation entered: 6 hour, precipitation(inches) = 2.S00 24 hour precipitation(inches) = 5.100 Adjusted 6 hour precipitation (inches) = 2.800 p6/P24 = 54.9% San Diego h~drology manual 'c' values used Runoff coefficients by rational method 100.0 +T++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ process from point/Station 300.000 to point/Station 300.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** PER DWG. 36S-2,SHT. 42 User specified 'c' value of 0.800 given for subarea Rainfall intensity (I) = 3.350 for a 100.0 year storm User specified values are as follows: TC = 17.00 min. Rain intensity = 3.35(In/Hr) Total area = 10.S0(AC.) Total runoff = 32,50(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/station 300.000 to Point/Station 300.000 **** SUBAREA FLOW ADDITION **** user sRecified 'c' value of 0.350 9iven for subarea Time of concentration = 17.00 m1n. Rainfall intensity = 3.350(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.350 subarea runoff = 1.173(CFS) for 1.000(AC.) Total runoff = 33.673(CFS) Total area = 11.80(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/station 300.000 to point/Station 302.000 **** IMPROVED CHANNEL TRAVEL TIME **** upstream point elevation = . 308.00(Ft.) Downstream point elevation = 26S.00(Ft.) channel length thru subarea = 600.00(Ft.) channel base width = 1.000(Ft.) slope or 'z' of left channel bank = 2.000 page 1 • • • 1017C.OUT slope or 'z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 40.664(CFS} Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 40. 664(CFS) Depth of flow = 0.900(Ft.), Average velocity = 16. 143 (Ft/S) channel flow top width = 4.599(Ft.) Flow velocity = 16. 14(Ft/S) Travel time = 0.62 min. Time of concentration = 17.62 min. critical depth = 1.672(Ft.) Adding area flow to channel user specified 'c' value of 0.350 given for subarea Rainfall intensity = 3.274(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.350 subarea runoff = 5.615(CFS) for 4.900(AC.) Total runoff = 39.287(CFS) Total area ~ 16.70(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ process from point/station 302.000 to point/Station 302.000 **** SUBAREA FLOW ADDITION **** user specified 'c' value of 0.350 ~iven for subarea Time of concentration = 17.62 mln. Rainfall intensity = 3.274(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C ~ 0.350 subarea runoff = 15.469(CFS) for 13.500(AC.) Total runoff = 54.757(CFS) Total area = 30.20(Ac.) End of computations, total study area = 30.20 (AC.) page 2 '. • • San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 04/11/12 La Costa Town Square Basin 1 Proposed Conditions ********* Hydrology Study Control Information ********** Program License Serial Number 5014 Rational hydrology study storm event year is 100.0 English (in-Ib) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation (inches) = 5.100 P6/P24 = 54.9% San Diego hydrology manual'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1000.000 to Point/Station 1000.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C' value of 0.710 given for subarea Rainfall intensity (I) = 2.879(1n/Hr) for a 100.0 year storm User specified values are as follows: TC = 21.50 min. Rain intensity = 2.88(ln/Hr) Total area = 22.100(Ac.) Total runoff = 45.420(CFS) NOTE: This User Defined data was taken from the initial hydrology study for the La Costa Town Square Tentative Map for the Commercial; Residential; and Office; as CT 01-09', CT 08-03, and CT 08-07, respectively and inserted here for reference: ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1000.000 to Point/Station 1000.500 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 346.250(Ft.) Downstream point/station elevation = 333.090(Ft.) Pipe length = 55.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 45.420(CFS) Given pipe size = 36.00(ln.) Calculated individual pipe flow = 45.420(CFS) Normal flow depth in pipe = 9.07(ln.) Flow top width inside pipe = 31.26(1n.) Critical Depth = 26.35(ln.) • • • Pipe flow velocity = 32.48(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 21.53 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1000.500 to Point/Station 1000.500 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 21.53 min. Rainfall intensity = 2.877(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.713 CA = 16.117 Subarea runoff = 0.950(CFS) for 0.520(Ac.) Total runoff = 46.370(CFS) Total area = 22.620(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1000.500 to Point/Station 1001.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream pOint/station elevation = 332.590(Ft.) Downstream point/station elevation = 332.1 OO(Ft.) Pipe length = 99.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 46.370(CFS) Given pipe size = 36.00(ln.) Calculated individual pipe flow = 46.370(CFS) Normal flow depth in pipe = 29.16(1n.) Flow top width inside pipe = 28.25{1n.) Critical Depth = 26.63(ln.) Pipe flow velocity = 7.57(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 21.75 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1001.000 to Point/Station 1002.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 331.690(Ft.) Downstream point/station elevation = 330.950(Ft.) Pipe length = 131.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 46.370(CFS) Given pipe size = 42.00(ln.) Calculated individual pipe flow = 46.370(CFS) Normal flow depth in pipe = 23.77(ln.) Flow top width inside pipe = 41.63(ln.) Critical Depth = 25.50(ln.) • • • Pipe flow velocity = 8.26(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 22.01 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1002.000 to Point/Station 1002.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 The area added to the existing stream causes a a lower flow rate of Q = 46.130(CFS) therefore the upstream flow rate of Q = 46.370(CFS) is being used Time of concentration = 22.01 min. Rainfall intensity = 2.836(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.713 CA = 16.265 Subarea runoff = O.OOO(CFS) for 0.180(Ac.) Total runoff = 46.370(CFS) Total area = 22.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1002.000 to Point/Station 1003.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 330.530(Ft.) Downstream point/station elevation = 330.150(Ft.) Pipe length = 61.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 46.370(CFS) Given pipe size = 42.00(ln.) Calculated individual pipe flow = 46.370(CFS) Normal flow depth in pipe = 23.06(1n.) Flow top width inside pipe = 41.80(ln.) Critical Depth = 2S.50(ln.) Pipe flow velocity = 8. 57(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 22.13 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1000.000 to Point/Station 1003.000 **** CONFLUENCE 'OF MAIN STREAMS **** The following data inside Main Stream is listed: In'Main Stream number: 1 Stream flow area = 22.800(Ac.) Runoff from this stream = 46.370(CFS) Time of concentration = 22.13 min. Rainfall intensity = 2.826(ln/Hr) • • • Program is now starting with Main Stream No.2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1003.500 to Point/Station 1004.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 285.000(Ft.) Highest elevation = 358.000(Ft.) Lowest elevation = 338.500(Ft.) Elevation difference = 19.500(Ft.) Slope = 6.842 % Top of Initial Area Slope adjusted by User to 5.000 % Bottom of Initial Area Slope adjusted by User to 2.600 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 5.00 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.80 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1-0.8200)*( 90.000A.5)/( 5.000A(1/3)]= 2.80 The initial area total distance of 285.00 (Ft.) entered leaves a remaining distance of 195.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.85 minutes for a distance of 195.00 (Ft.) and a slope of 2.60 % with an elevation difference of 5.07(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 1.846 Minutes Tt=[(11.9*0.0369A3)/( 5.07)]A.385= 1.85 Total initial area Ti = 2.80 minutes from Figure 3-3 formula plus 1.85 minutes from the Figure 3-4 formula = 4.64 minutes Calculated TC of 4.642 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 2.359(CFS) Total initial stream area = 0.390(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1004.000 to Point/Station 1005.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream paint/station elevation = 335.900(Ft.) Downstream point/station elevation = 334.600(Ft.) • • • Pipe length = 65.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 2.359(CFS) Given pipe size = 10.00(ln.) Calculated individual pipe flow = 2.359(CFS) Normal flow depth in pipe = 5.84(ln.) Flow top width inside pipe = 9.86(ln.) Critical Depth = 8.21 (In.) Pipe flow velocity = 7 .13(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 4.79 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1005.000 to Point/Station 1005.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 4.79 min. Rainfall intensity = 7.377(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.738 Subarea runoff = 3.085(CFS) for 0.510(Ac.) Total runoff = 5.444(CFS) Total area = 0.900(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1005.000 to Point/Station 1006.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream pOint/station elevation = 334.600(Ft.) Downstream point/station elevation = 333.720(Ft.) Pipe length = 37.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 5.444(CFS) Given pipe size = 12.00(ln.) Calculated individual pipe flow = 5.444(CFS) Normal flow depth in pipe = 8.41 (In.) Flow top width inside pipe = 10.99(ln.) Critical Depth = 11.24(1n.) Pipe flow velocity = 9.26(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 4.86 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1006.000 to Point/Station 1006.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 • • • Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (Office Professional ) Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 Time of concentration = 4.86 min. Rainfall intensity = 7.377(ln/Hr) for a 1.00.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.822 CA = 0.789 Subarea runoff = 0.376(CFS) for 0.060(Ac.) Total runoff = 5.821 (CFS) Total area = 0.960(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1006.000 to Point/Station 1007.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream pOint/station elevation = 332. 720(Ft.) Downstream point/station elevation = 331.290(Ft.) Pipe length = 64.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.821 (CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 5.821 (CFS) Normal flow depth in pipe = 7.59(1n.) Flow top width inside pipe = 17. 78(ln.) Critical Depth = 11.18(ln.) Pipe flow velocity = 8.22(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 4.99 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1007.000 to Point/Station 1007.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (Office Professional ) Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 Time of concentration = 4.99 min. Rainfall intensity = 7.377(1n/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.825 CA = 0.883 Subarea runoff = 0.690(CFS) for 0.110(Ac.) Total runoff = 6.510(CFS) Total area = 1.070(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1007.000 to Point/Station 1008.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** • • • Upstream point/station elevation = 331.290(Ft.) Downstream point/station elevation = 330.820(Ft.) Pipe length = 32.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.510(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 6.510(CFS) Normal flow depth in pipe = 9.16(1n.) Flow top width inside pipe = 18.00(ln.) Critical Depth = 11.B4(1n.) Pipe flow velocity = 7.20(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 5.07 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from POint/Station 1008.000 to Point/Station 100B.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.B50 Sub-Area C Value = 0.820 Time of concentration = 5.07 min. Rainfall intensity = 7.316(1n/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.824 CA = 1.096 Subarea runoff = 1.506(CFS) for 0.260(Ac.) Total runoff = 8.016(CFS) Total area = 1.330(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100B.000 to Point/Station 1003.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 330.820(Ft.) Downstream point/station elevation = 330.150(Ft.) Pipe length = 33.60(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.016(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 8.016(CFS) Normal flow depth in pipe = 9.42(ln.) Flow top width inside pipe = 17.98(ln.) Critical Depth = 13.16(1n.) Pipe flow velocity = 8.56(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 5.13 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1003.500 to Point/Station 1003.000 **** CONFLUENCE OF MAIN STREAMS **** • • • The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.330(Ac.) Runoff from this stream = 8.016(CFS) Time of concentration = 5.13 min. Rainfall intensity = 7.255(1n/Hr) Program is now starting with Main Stream No.3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1009.000 to Point/Station 1010.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 215.000(Ft.) Highest elevation = 346.000(Ft.) Lowest elevation = 342.500(Ft.) Elevation difference = 3.500(Ft.) Slope = 1.628 % Top of Initial Area Slope adjusted by User to 2.300 % Bottom of Initial Area Slope adjusted by User to 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.30 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.31 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(1/3)] TC = [1.8*(1.1-0.8200)*( 75.000".5)/( 2.300"(1/3)]= 3.31 The initial area total distance of 215.00 (Ft.) entered leaves a remaining distance of 140.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.07 minutes for a distance of 140.00 (Ft.) and a slope of 1.00 % with an elevation difference of 1.40(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.»]".385 *60(min/hr) = 2.066 Minutes Tt=[(11.9*0.0265"3)/( 1.40)]".385= 2.07 Total initial area Ti = 3.31 minutes from Figure 3-3 formula plus 2.07 minutes from the Figure 3-4 formula = 5.37 minutes Rainfall intensity (I) = 7.043(1n/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 3.003(CFS) Total initial stream area = 0.520(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1010.000 to Point/Station 1010.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 • • • Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 5.37 min. Rainfall intensity = 7.043(1n/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.517 Subarea runoff = 0.635(CFS) for 0.110(Ac.) Total runoff = 3.638(CFS) Total area = 0.630(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1010.000 to Point/Station 1011.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 340.000(Ft.) Downstream pOint/station elevation = 336.600(Ft.) Pipe length = 172.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 3.638(CFS) Given pipe size = 12.00(ln.) Calculated individual pipe flow = 3.638(CFS) Normal flow depth in pipe = 6.80(ln.) Flow top width inside pipe = 11.89(ln.) Critical Depth = 9.76(ln.) Pipe flow velocity = 7.92(Ft/s) Travel time through pipe = 0.36 min. Time of concentration (TC) = 5.73 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1011.000 to Point/Station 1012.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 336.600(Ft.) Downstream point/station elevation = 333.870(Ft.) Pipe length = 78.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.638(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 3.638(CFS) Normal flow depth in pipe = 5.24(ln.) Flow top width inside pipe = 16.36(ln.) Critical Depth = 8.73(1n.) Pipe flow velocity = 8.49(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 5.89 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1012.000 to Point/Station 1012.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 • • • Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 5.89 min. Rainfall intensity = 6.639(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 1.050 Subarea runoff = 3.330(CFS) for 0.650(Ac.) Total runoff = 6.969(CFS) Total area = 1.280(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.++++++ Process from PoinUStation 1012.000 to PoinUStation 1003.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream poinUstation elevation = 333.870(Ft.) Downstream poinUstation elevation = 330.150(Ft.) Pipe length = 106.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.969(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 6.969(CFS) Normal flow depth in pipe = 7.40(ln.) Flow top width inside pipe = 17.71(ln.) Critical Depth = 12.26(ln.) Pipe flow velocity = 1 0.18(FUs) Travel time through pipe = 0.17 min. Time of concentration (TC) = 6.06 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from PoinUStation 1009.000 to PoinUStation 1003.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1 .280(Ac.) Runoff from this stream = 6.969(CFS) Time of concentration = 6.06 min. Rainfall intensity = 6.516(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 46.370 22.13 2.826 2 8.016 5.13 7.255 3 6.969 6.06 6.516 Qmax(1) = 1.000 * 1.000 * 46.370) + 0.390 * 1.000 * 8.016) + 0.434 * 1.000 * 6.969) + = 52.515 • • • Qmax(2) = 1.000 * 0.232 * 46.370) + 1.000 * 1.000 * 8.016) + 1.000 * 0.847 * 6.969) + = 24.666 Qmax(3) = 1.000 * 0.274 * 46.370) + 0.898 * 1.000 * 8.016) + 1.000 * 1.000 >!" 6.969) + = 26.868 Total of 3 main streams to confluence: Flow rates before confluence point: 46.370 8.016 6.969 Maximum flow rates at confluence using above data: 52.515 24.666 26.868 Area of streams before confluence: 22.800 1.330 1.280 Results of confluence: Total flow rate = 52.515(CFS) Time of concentration = 22.129 min. Effective stream area after confluence = 25.41 O(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1003.000 to Point/Station 1013.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 329.7 40(Ft.) Downstream point/station elevation = 329.11 O(Ft.) Pipe length = 114.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 52.515(CFS) Given pipe size = 48.00(ln.) Calculated individual pipe flow = 52.515(CFS) Normal flow depth in pipe = 23.77(ln.) Flow top width inside pipe = 48.00(ln.) Critical Depth = 26.14(1n.) Pipe flow velocity = 8.46(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 22.35 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1013.000 to Point/Station 1013.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (Office Professional ) Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 Time of concentration = 22.35 min. Rainfall intensity = 2.808(ln/Hr) for a 100.0 year storm • • • Effective runoff coefficient used for total area (Q=KCIA) is C = 0.727 CA = 18.912 Subarea runoff = 0.589(CFS) for 0.590(Ac.) Total runoff = 53.105(CFS) Total area = 26.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1013.000 to Point/Station 1014.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 329.110(Ft.) Downstream point/station elevation = 328.830(Ft.) Pipe length = 52.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 53.105(CFS) Given pipe size = 48.00(ln.) Calculated individual pipe flow = 53.105(CFS) Normal flow depth in pipe = 24.09(ln.) Flow top width inside pipe = 48.00(ln.) Critical Depth = 26.29(ln.) Pipe flow velocity = 8.40(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 22.46 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1014.000 to Point/Station 1014.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 22.46 min. Rainfall intensity = 2.800(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.728 CA = 18.994 Subarea runoff = 0.072(CFS) for 0.100(Ac.) Total runoff = 53.177(CFS) Total area = 26.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1014.000 to Point/Station 1015.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 328.41 O(Ft.) Downstream pOint/station elevation = 327.840(Ft.) Pipe length = 109.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 53.177(CFS) Given pipe size = 48.00(ln.) Calculated individual pipe flow = 53.177(CFS) Normal flow depth in pipe = 24.33(ln.) Flow top width inside pipe = 48.00(ln.) • • • Critical Depth = 26.29(ln.) Pipe flow velocity = 8.31 (Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 22.68 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1015.000 to Point/Station 1015.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 22.68 min. Rainfall intensity = 2.782(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.730 CA = 19.601 Subarea runoff = 1.357(CFS) for 0.740(Ac.) Total runoff = 54.534(CFS) Total area = 26.840(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1015.000 to Point/Station 1016.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream pOint/station elevation = 327.840(Ft.) Downstream point/station elevation = 327.140(Ft.) Pipe length = 134.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 54.534(CFS) Given pipe size = 48.00(ln.) Calculated individual pipe flow = 54.534(CFS) Normal flow depth in pipe = 24.70(ln.) Flow top width inside pipe = 47.98(ln.) Critical Depth = 26.66(ln.) Pipe flow velocity = 8.36(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 22.94 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1016.000 to Point/Station 1016.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 • • • Time of concentration = 22.94 min . Rainfall intensity = 2.761 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.732 CA = 20.002 Subarea runoff = 0.699(CFS) for 0.490(Ac.) Total runoff = 55.233(CFS) Total area = 27.330(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1016.000 to Point/Station 1017.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 327.140(Ft.) Downstream point/station elevation = 326.620(Ft.) Pipe length = 99.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 55.233(CFS) Given pipe size = 48.00(ln.) Calculated individual pipe flow = 55.233(CFS) Normal flow depth in pipe = 24.87(ln.) Flow top width inside pipe = 47.97(ln.) Critical Depth = 26.81(ln.) Pipe flow velocity = 8.41 (Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 23.14 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from POint/Station 1000.000 to Point/Station 1017.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 27.330(Ac.) Runoff from this stream = 55.233(CFS) Time of concentration = 23.14 min. Rainfall intensity = 2.746(ln/Hr) Program is now starting with Main Stream No.2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 102.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C' value of 0.800 given for subarea Rainfall intensity (I) = 3.632(ln/Hr) for a 100.0 year storm User specified values are as follows: TC = 15.00 min. Rain intensity = 3.63(1n/Hr) Total area = 20.240(Ac.) Total runoff = 63.980(CFS) NOTE: This User Defined data was taken from the initial hydrology study for the La Costa Town Square Tentative Map for the Commercialj Residentialj and Officejas CT 01-09, CT . 08-03, and CT 08-07, re~pectively and inserted here for reference: ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ . Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** • • • User specified 'C' value of 0.350 given for subarea Initial subarea total flow distance = 850.000(Ft.) Highest elevation = 420.000(Ft.) Lowest elevation = 388.000(Ft.) Elevation difference = 32.000(Ft.) Slope = 3.765 % Top of Initial Area Slope adjusted by User to 0.000 % Bottom of Initial Area Slope adjusted by User to 0.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.00 %, in a development type of General Commercial The initial area total distance of 850.00 (Ft.) entered leaves a remaining distance of 800.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.#J minutes for a distance of 800.00 (Ft.) and a slope of 0.00 % with an elevation difference of O.OO(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) = 1.#10 Minutes Tt=[(11.9*0.1515"3)/( 0.00)]".385= 1.#J Rainfall intensity (I) = 2.796(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.724(CFS) Total initial stream area = 0.740(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.740(Ac.) Runoff from this stream = 0.724(CFS) Time of concentration = 22.51 min. Rainfall intensity = 2.796(ln/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 102.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C' value of 0.800 given for subarea Rainfall intensity (I) = 3.632(ln/Hr) for a 100.0 year storm User specified values are as follows: TC = 15.00 min. Rain intensity = 3.63(ln/Hr) Total area = 19.500(Ac.) Total runoff = 63.500(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 102.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 19.500(Ac.) Runoff from this stream = 63.500(CFS) Time of concentration = 15.00 min. • • • Rainfall intensity = 3.632{1n/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.724 22.51 2.796 2 63.500 15.00 3.632 Qmax(1) = 1.000 * 1.000 * 0.724) + 0.770 * 1.000 * 63.500) + = 49.603 Qmax(2) = 1.000 * 0.666 * 0.724) + 1.000 * 1.000 * 63.500) + = 63.983 Total of 2 streams to confluence: Flow rates before confluence point: 0.724 63.500 Maximum flow rates at confluence using above data: 49.603 63.983 Area of streams before confluence: 0.740 19.500 Results of confluence: Total flow rate = 63.983(CFS) Time of concentration = 15.000 min. Effective stream area after confluence = 20.240(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 379.070(Ft.) Downstream point/station elevation = 368.550(Ft.) Pipe length = 310.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 63.980(CFS) Given pipe size = 36.00(ln.) Calculated individual pipe flow = 63.980(CFS) Normal flow depth in pipe = 18.45{1n.) Flow top width inside pipe = 35.99(ln.) Critical Depth = 30.82{1n.) Pipe flow velocity = 17.56(Ft/s) Travel time through pipe = 0.29 min. Time of concentration (TC) = 15.29 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 103.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL (1.0 DU/A or Less ) • • • Impervious value, Ai = 0.100 Sub-Area C Value = 0.410 The area added to the existing stream causes a a lower flow rate of Q = 58.563(CFS) therefore the upstream flow rate of Q = 63.980(CFS) is being used Time of concentration = 15.29 min. Rainfall intensity = 3.587(1n/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.794 CA = 16.327 Subarea runoff = O.OOO(CFS) for 0.330(Ac.) Total runoff = 63.980(CFS) Total area = 20.570(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 368.130(Ft.) Downstream point/station elevation = 362.470(Ft.) Pipe length = 127.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 63.980(CFS) Given pipe size = 36.00(ln.) Calculated individual pipe flow = 63.980(CFS) Normal flow depth in pipe = 17.02(ln.) Flow top width inside pipe = 35.95(ln.) Critical Depth = 30.82(ln.) Pipe flow velocity = 19 .44(Ft/s) Travel time through pipe = 0.11 min . Time of concentration (TC) = 15.40 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 362.090(Ft.) Downstream point/station elevation = 360.11 O(Ft.) Pipe length = 44.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 63.980(CFS) Given pipe size = 36.00(ln.) Calculated individual pipe flow = 63.980(CFS) Normal flow depth in pipe = 16.97(1n.) Flow top width inside pipe = 35.94(1n.) Critical Depth = 30.82(ln.) Pipe flow velocity = 19.51 (Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 15.44 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 105.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 20.570(Ac.) Runoff from this stream = 63.980(CFS) • • • Time of concentration = 15.44 min . Rainfall intensity = 3.565(1n/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL (2.9 DU/A or Less ) Impervious value, Ai = 0.250 Sub-Area C Value = 0.490 Initial subarea total flow distance = 104.000(Ft.) Highest elevation = 383.000(Ft.) Lowest elevation = 381.200(Ft.) Elevation difference = 1.800(Ft.) Slope = 1.731 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 1.73 %, in a development type of 2.9 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 8.43 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1-0.4900)*( 85.000A.5)/( 1.731J\(1/3)]= 8.43 The initial area total distance of 104.00 (Ft.) entered leaves a remaining distance of 19.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.36 minutes for a distance of 19.00 (Ft.) and a slope of 1.73 % with an elevation difference of 0.33(Ft.) from the end of the top area Tt = [11.9*length(Mi)J\3)/(elevation change(Ft.»]J\.385 *60(min/hr) = 0.359 Minutes Tt=[(11.9*0.0036J\3)/( 0.33)]".385= 0.36 Total initial area Ti = 8.43 minutes from Figure 3-3 formula plus 0.36 minutes from the Figure 3-4 formula = 8.79 minutes Rainfall intensity (I) = 5.127(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.490 Subarea runoff = 0.703(CFS) Total initial stream area = 0.280(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 381.000(Ft.) End of street segment elevation = 370.000(Ft.) Length of street segment = 938.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.080 Slope from grade break to crown (v/hz) = 0.020 • • • Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.551 (CFS) Depth of flow = 0.346(Ft.), Average velocity = 2.768(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12. 542( Ft. ) Flow velocity = 2.77(Ft/s) Travel time = 5.65 min. TC = 14.44 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL (2.9 DU/A or Less ) Impervious value, Ai = 0.250 Sub-Area C Value = 0.490 Rainfall intensity = 3.722(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 2.239 Subarea runoff = 7.632(CFS), for 4.290(Ac.) Total runoff = 8.336(CFS) Total area = 4.570(Ac.) Street flow at end of street = 8.336(CFS) Half street flow at end of street = 8.336(CFS) Depth of flow = 0.413(Ft.), Average velocity = 3.201 (Ft/s) Flow width (from curb towards crown)= 15.915(Ft) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 203.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL (2.9 DU/A or Less ) Impervious value, Ai = 0.250 Sub-Area C Value = 0.490 Time of concentration = 14.44 min. Rainfall intensity = 3.722(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 3.327 Subarea runoff = 4.049(CFS) for 2.220(Ac.) Total runoff = 12.385(CFS) Total area = 6.790(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 • • • **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 366.530(Ft.) Downstream paint/station elevation = 365.670(Ft.) Pipe length = 86.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.385(CFS) Given pipe size = 24.00(ln.) Calculated individual pipe flow = 12.385(CFS) Normal flow depth in pipe = 12.67(ln.) Flow top width inside pipe = 23.96(ln.) Critical Depth = 15.17(ln.) Pipe flow velocity = 7.36(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 14.63 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 205.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 365.300(Ft.) Downstream point/station elevation = 365.000(Ft.) Pipe length = 32.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.385(CFS) Given pipe size = 24.00(ln.) Calculated individual pipe flow = 12.385(CFS) Normal flow depth in pipe = 12.91(ln.) Flow top width inside pipe = 23.93(ln.) Critical Depth = 15.17(ln.) Pipe flow velocity = 7 .19(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 14.71 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Paint/Station 205.000 to Point/Station 206.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 12.410(CFS) Depth of flow = 0.157(Ft.), Average velocity = 1.024(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 3.50 2 8.00 0.00 3 85.00 0.00 4 109.00 8.50 Manning's 'N' friction factor = 0.035 Sub-Channel flow = 12.410(CFS) flow top width = 77 .800(Ft.) , velocity= 1.024(Ft/s) area = 12.121(Sq.Ft) Froude number = 0.457 • • • Upstream point elevation = 365.000(Ft.) Downstream point elevation = 364.000(Ft.) Flow length = 144.000(Ft.) Travel time = 2.34 min. Time of concentration = 17.05 min. Depth offlow = 0.157(Ft.) Average velocity = 1.024(Ft/s) Total irregular channel flow = 12.410(CFS) Irregular channel normal depth above invert elev. = 0.157(Ft.) Average velocity of channel(s) = 1.024(Ft/s) Adding area flow to channel User specified 'C' value of 0.350 given for subarea The area added to the existing stream causes a a lower flow rate of Q = 8.461 (CFS) therefore the upstream flow rate of Q = 12.385(CFS) is being used Rainfall intensity = 3.344(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 2.531 Subarea runoff = O.OOO(CFS) for 0.440(Ac.) Total runoff = 12.385(CFS) Total area = 7.230(Ac.) Depth of flow = 0.156(Ft.), Average velocity = 1.023(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 361.1 OO(Ft.) Downstream point/station elevation = 359.770(Ft.) Pipe length = 89.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.385(CFS) Given pipe size = 24.00(ln.) Calculated individual pipe flow = 12.385(CFS) Normal flow depth in pipe = 11.25(1n.) Flow top width inside pipe = 23.95(ln.) Critical Depth = 15.17(ln.) Pipe flow velocity = 8.56(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 17.23 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 105.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 7.230(Ac.) Runoff from this stream = 12.385(CFS) Time of concentration = 17.23 min. Rainfall intensity = 3.322(ln/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) • • • 1 63.980 15.44 3.565 2 12.385 17.23 3.322 Qmax(1) = 1.000 * 1.000 * 63.980) + 1.000 * 0.896 * 12.385) + = 75.082 Qmax(2) = 0.932 * 1.000 * 63.980) + 1.000 * 1.000 * 12.385) + = 72.008 Total of 2 streams to confluence: Flow rates before confluence point: 63.980 12.385 Maximum flow rates at confluence using above data: 75.082 72.008 Area of streams before confluence: 20.570 7.230 Results of confluence: Total flow rate = 75.082(CFS) Time of concentration = 15.441 min. Effective stream area after confluence = 27.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 2007.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 360.110(Ft.) Downstream point/station elevation = 338.830(Ft.} Pipe length = 191.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 75.082(CFS) Given pipe size = 42.00(ln.) Calculated individual pipe flow = 75.082(CFS) Normal flow depth in pipe = 13.50(ln.) Flow top width inside pipe = 39.23(ln.} Critical Depth = 32.55(ln.} Pipe flow velocity = 28.13(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 15.55 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 2007.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 27.800(Ac.) Runoff from this stream = 75.082(CFS) Time of concentration = 15.55 min. Rainfall intensity = 3.548(1n/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 75.082 15.55 Rainfall Intensity (ln/Hr) 3.548 • • • Qmax(1) = 1.000 * 1.000 * 75.082) + = 75.082 Total of 1 streams to confluence: Flow rates before confluence point: 75.082 Maximum flow rates at confluence using above data: 75.082 Area of streams before confluence: 27.800 Results of confluence: Total flow rate = 75.082(CFS) Time of concentration = 15.554 min. Effective stream area after confluence = 27 .800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2003.000 to Point/Station 2004.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 168.000(Ft.) Highest elevation = 377.500(Ft.) Lowest elevation = 371.000(Ft.) Elevation difference = 6.500(Ft.) Slope = 3.869 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 3.87 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.96 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(1/3)] TC = [1.8*(1.1-0.8200)*( 85.000".5)/( 3.869"(1/3)]= 2.96 The initial area total distance of 168.00 (Ft.) entered leaves a remaining distance of 83.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.82 minutes for a distance of 83.00 (Ft.) and a slope of 3.87 % with an elevation difference of 3.21 (Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) = 0.820 Minutes Tt=[(11.9*0.0157"3)/( 3.21 )]".385= 0.82 Total initial area Ti = 2.96 minutes from Figure 3-3 formula plus 0.82 minutes from the Figure 3-4 formula = 3.78 minutes Calculated TC of 3.780 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(1n/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.665(CFS) Total initial stream area = 0.11 O(Ac.) • • • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from PointiStation 2004.000 to PointiStation 2005.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 371.000(Ft.) End of street segment elevation = 347.000(Ft.) Length of street segment = 211.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 30.000(Ft.) Distance from crown to crossfall grade break = 28.500(Ft.) Slope from gutter to grade break (v/hz) = 0.080 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.119(CFS) Depth of flow = 0.172(Ft), Average velocity = 5.076(Ftls) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 3.863(Ft.) Flow velocity = 5.08(Ftls) Travel time = 0.69 min. TC = 4.47 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 7.377(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.213 Subarea runoff = 0.907(CFS) for 0.150(Ac.) Total runoff = 1.573(CFS) Total area = 0.260(Ac.) Street flow at end of street = 1.573(CFS) Half street flow at end of street = 1.573(CFS) Depth offlow = 0.189(Ft.), Average velocity = 5.346(Ftls) Flow width (from curb towards crown)= 4.722(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from PointiStation 2005.000 to PointiStation 2005.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 • • • Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 4.47 min. Rainfall intensity = 7.377(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.361 Subarea runoff = 1.089(CFS) for 0.180(Ac.) Total runoff = 2.662(CFS) Total area = 0.440(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from PoinUStation 2005.000 to PoinUStation 2007.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream poinUstation elevation = 346.500(Ft.) Downstream poinUstation elevation = 338.830(Ft.) Pipe length = 83.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 2.662(CFS) Given pipe size = 12.00(ln.) Calculated individual pipe flow = 2.662(CFS) . Normal flow depth in pipe = 3.71(ln.) Flow top width inside pipe = 11.10(ln.) Critical Depth = 8.39(ln.) Pipe flow velocity = 12.87(FUs) Travel time through pipe = 0.11 min . Time of concentration (TC) = 4.58 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from PoinUStation 2005.000 to PoinUStation 2007.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.440(Ac.) Runoff from this stream = 2.662(CFS) Time of concentration = 4.58 min. Rainfall intensity = 7.377(1n/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (ln/Hr) 1 75.082 15.55 3.548 2 2.662 4.58 7.377 Qmax(1) = 1.000 * 1.000 * 75.082) + 0.481 * 1.000 * 2.662) + = 76.362 Qmax(2) = 1.000 * 0.295 * 75.082) + 1.000 * 1.000 * 2.662) + = 24.774 Total of 2 streams to confluence: • • • Flow rates before confluence point: 75.082 2.662 Maximum flow rates at confluence using above data: 76.362 24.774 Area of streams before confluence: 27.800 0.440 Results of confluence: Total flow rate = 76.362(CFS) Time of concentration = 15.554 min. Effective stream area after confluence = 28.240(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from PoinUStation 2007.000 to PoinUStation 2008.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream poinUstation elevation = 338.440(Ft.) Downstream poinUstation elevation = 336.440(Ft.) Pipe length = 49.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 76.362(CFS) Given pipe size = 42.00(ln.) Calculated individual pipe flow = 76.362(CFS) Normal flow depth in pipe = 17.84(1n.) Flow top width inside pipe = 41.52(ln.) Critical Depth = 32.81 (In.) Pipe flow velocity = 19.62(FUs) Travel time through pipe = 0.04 min. Time of concentration (TC) = 15.60 min . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from PoinUStation 2000.000 to PoinUStation 2008.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 28.240(Ac.) Runoff from this stream = 76.362(CFS) Time of concentration = 15.60 min. Rainfall intensity = 3.542(1n/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from PoinUStation 2000.000 to PoinUStation 2001.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 150.000(Ft.) Highest elevation = 384.000(Ft.) Lowest elevation = 378.000(Ft.) • • • Elevation difference = 6.000(Ft.) Slope = 4.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 4.00 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.01 minutes TC = [1.8*(1.1-C)*distance(Ft. )A.5)/(% slopeA( 1/3)] TC = [1.8*(1.1-0.8200)*( 90.000A.5)/( 4.000A(1/3)]= 3.01 The initial area total distance of 150.00 (Ft.) entered leaves a remaining distance of 60.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.63 minutes for a distance of 60.00 (Ft.) and a slope of 4.00 % with an elevation difference of 2.40(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.631 Minutes Tt=[(11.9*0.0114A3)/( 2.40)]A.385= 0.63 Total initial area Ti = 3.01 minutes from Figure 3-3 formula plus 0.63 minutes from the Figure 3-4 formula = 3.64 minutes Calculated TC of 3.643 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(1n/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.423(CFS) Total initial stream area = 0.070(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2001.000 to Point/Station 2002.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 378.000(Ft.) End of street segment elevation = 348.000(Ft.) Length of street segment = 400.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 30.000(Ft.) Distance from crown to crossfall grade break = 28.500(Ft.) Slope from gutter to grade break (v/hz) = 0.080 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.250(ln.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.835(CFS) Depth offlow = 0.191(Ft.), Average velocity = 4.591 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.866(Ft.) Flow velocity = 4.59(Ft/s) Travel time = 1.45 min. TC = 5.10 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 • • • Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 7.288(1n/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.459 Subarea runoff = 2.923(CFS) for 0.490(Ac.) Total runoff = 3.347(CFS) Total area = 0.560(Ac.) Street flow at end of street = 3.347(CFS) Half street flow at end of street = 3.347(CFS) Depth of flow = 0.227(Ft.), Average velocity = 5.234(Ft/s) Flow width (from curb towards crown)= 7.641 (Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from POint/Station 2002.000 to Point/Station 2002.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 5.10 min. Rainfall intensity = 7.288(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.508 Subarea runoff = 0.359(CFS) for 0.060(Ac.) Total runoff = 3.705(CFS) Total area = 0.620(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from POint/Station 2002.000 to Point/Station 2008.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 340.000(Ft.) Downstream point/station elevation = 337.040(Ft.) Pipe length = 43.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.705(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 3.705(CFS) Normal flow depth in pipe = 4.46(1n.) Flow top width inside pipe = 15.54(ln.) Critical Depth = 8.82(ln.) Pipe flow velocity = 10.87(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 5.16 min . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • • • Process from Point/Station 2002.000 to Point/Station 2008.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.620(Ac.) Runoff from this stream = 3.705(CFS) Time of concentration = 5.16 min. Rainfall intensity = 7.228(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 76.362 15.60 3.542 2 3.705 5.16 7.228 Qmax(1) = 1.000 * 1.000 * 76.362) + 0.490 * 1.000 * 3.705) + = 78.178 Qmax(2) = 1.000 * 0.331 * 76.362) + 1.000 * 1.000 * 3.705) + = 28.976 Total of 2 streams to confluence: Flow rates before confluence point: 76.362 3.705 Maximum flow rates at confluence using above data: 78.178 28.976 Area of streams before confluence: 28.240 0.620 Results of confluence: Total flow rate = 78.178(CFS) Time of concentration = 15.595 min. Effective stream area after confluence = 28.860(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2008.000 to Point/Station 1017.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 336.040(Ft.) Downstream point/station elevation = 326.660(Ft.) Pipe length = 190.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 78.178(CFS) Given pipe size = 42.00(ln.) Calculated individual pipe flow = 78.178(CFS) Normal flow depth in pipe = 17.14(ln.) Flow top width inside pipe = 41.29(ln.) Critical Depth = 33.17(ln.) Pipe flow velocity = 21.17(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 15.75 min . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2008.000 to Point/Station 1017.000 • • • **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 28.860(Ac.) Runoff from this stream = 78.178(CFS) Time of concentration = 15.75 min. Rainfall intensity = 3.520(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 55.233 23.14 2.746 2 78.178 15.75 3.520 Qmax(1) = 1.000 * 1.000 * 55.233) + 0.780 * 1.000 * 78.178) + = 116.221 Qmax(2) = 1.000 * 0.680 * 55.233) + 1.000 * 1.000 * 78.178) + = 115,762 Total of 2 main streams to confluence: Flow rates before confluence point: 55.233 78.178 Maximum flow rates at confluence using above data: 116.221 115.762 Area of streams before confluence: 27.330 28.860 Results of confluence: Total flow rate = 116.221 (CFS) Time of concentration = 23.139 min. Effective stream area after confluence = 56.190(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1017.000 to Point/Station 1018.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 326.200(Ft.) Downstream point/station elevation = 324.470(Ft.) Pipe length = 243.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 116.221 (CFS) Given pipe size = 48.00(ln.) Calculated individual pipe flow = 116.221 (CFS) Normal flow depth in pipe = 37.69(ln.) Flow top width inside pipe = 39.43(ln.) Critical Depth = 39.04(ln.) Pipe flow velocity = 10.98(Ft/s) Travel time through pipe = 0.37 min. Time of concentration (TC) = 23.51 min . • • • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1018.000 to Point/Station 1018.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 The area added to the existing stream causes a a lower flow rate of Q = 108.533(CFS) therefore the upstream flow rate of Q = 116.221 (CFS) is being used Time of concentration = 23.51 min. Rainfall intensity = 2. 718(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.708 CA = 39.926 Subarea runoff = O.OOO(CFS) for 0.240(Ac.) Total runoff = 116.221 (CFS) Total area = 56.430(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1018.000 to Point/Station 1019.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 324.470(Ft.) Downstream point/station elevation = 324.210(Ft.) Pipe length = 46.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 116.221 (CFS) Given pipe size = 48.00(ln.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 2.033(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 0.301 (Ft.) Minor friction loss = 1.992(Ft.) K-factor = 1.50 Pipe flow velocity = 9.25(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 23.59 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1000.000 to Point/Station 1019.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 56.430(Ac.) Runoff from this stream = 116.221 (CFS) Time of concentration = 23.59 min. Rainfall intensity = 2.712(1n/Hr) Program is now starting with Main Stream No.2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • • • Process from Point/Station 600.000 to Point/Station 601.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 125.000(Ft.) Highest elevation = 364.000(Ft.) Lowest elevation = 343.000(Ft.) Elevation difference = 21.000(Ft.) Slope = 16.800 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 16.80 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 1.97 minutes TC = [1.8*( 1.1-C)*distance(Ft.)" .5)/(% sl.ope"( 1 /3)] TC = [1.8*(1.1-0.8200)*( 100.000".5)/( 16.800"(1/3)]= 1.97 The initial area total distance of 125.00 (Ft.) entered leaves a remaining distance of 25.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.19 minutes for a distance of 25.00 (Ft.) and a slope of 16.80 % with an elevation difference of 4.20(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) = 0.185 Minutes Tt=[(11.9*0.0047"3)/( 4.20)]".385= 0.19 Total initial area Ti = 1.97 minutes from Figure 3-3 formula plus 0.19 minutes from the Figure 3-4 formula = 2.15 minutes Calculated TC of 2.153 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 1.512(CFS) Total initial stream area = 0.250(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601.000 to Point/Station 602.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 2.270(CFS) Depth of flow = 0.125(Ft.), Average velocity = 1.369(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 6.00 2 0.00 0.00 3 13.20 0.00 4 17.30 2.50 Manning's 'N' friction factor = 0.035 • • • Sub-Channel flow = 2.270(CFS) flow top width = 13.404(Ft.) , velocity= 1.369(Ft/s) area = 1.658(Sq.Ft) Froude number = 0.686 Upstream point elevation = 343.000(Ft.) Downstream point elevation = 338.000(Ft.) Flow length = 292.000(Ft.) Travel time = 3.56 min. Time of concentration = 5.71 min. Depth of flow = 0.125(Ft.) Average velocity = 1.369(Ft/s) Total irregular channel flow = 2.270(CFS) Irregular channel normal depth above invert elev. = 0.125(Ft.) Average velocity of channel(s) = 1.369(Ft/s) Adding area flow to channel User specified 'C' value of 0.460 given for subarea Rainfall intensity = 6.773(1n/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.460 CA = 0.437 Subarea runoff = 1.447(CFS) for 0.700(Ac.) Total runoff = 2.960(CFS) Total area = 0.950(Ac.) Depth offlow = 0.146(Ft.), Average velocity = 1.519(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 602.000 to Point/Station 604.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 335.130(Ft.) Downstream point/station elevation = 332.130(Ft.) Pipe length = 89.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.960(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 2.960(CFS) Normal flow depth in pipe = 4.77(ln.) Flow top width inside pipe = 15.88(ln.) Critical Depth = 7.85(ln.) Pipe flow velocity = 7.90(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 5.90 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 603.000 to Point/Station 604.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.041 given for subarea The area added to the existing stream causes a a lower flow rate of Q = 0.288(CFS) therefore the upstream flow rate of Q = 2.960(CFS) is being used Time of concentration = 5.90 min . Rainfall intensity = 6.633(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area • • • (Q=KCIA) is C = 0.041 CA = 0.043 Subarea runoff = O.OOO(CFS) for 0.110(Ac.). Total runoff = 2.960(CFS) Total area = 1.060(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 604.000 to Point/Station 604.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 5.90 min. Rainfall intensity = 6.633(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.413 CA = 0.839 Subarea runoff = 2.604(CFS) for 0.970(Ac.) Total runoff = 5.564(CFS) Total area = 2.030(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 604.000 to Point/Station 1019.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 332.130(Ft.) Downstream point/station elevation = 324.210(Ft.) Pipe length = 37.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.564(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 5.564(CFS) Normal flow depth in pipe = 4.11 (In.) Flow top width inside pipe = 15.12(ln.) Critical Depth = 10.91(ln.) Pipe flow velocity = 18.30(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 5.93 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 604.000 to Point/Station 1019.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.030(Ac.) Runoff from this stream = 5.564(CFS) Time of concentration = 5.93 min. Rainfall intenSity = 6.608(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity • • • No .. (CFS) (min) (In/Hr) 1 116.221 23.59 2.712 2 5.564 5.93 6.608 Qmax(1) = 1.000 * 1.000 * 116.221)+ 0.410 * 1.000 * 5.564) + = 118.504 Qmax(2) = 1.000 * 0.251 * 116.221)+ 1.000 * 1.000 * 5.564) + = 34.780 Total of 2 main streams to confluence: Flow rates before confluence point: 116.221 5.564 Maximum flow rates at confluence using above data: 118.504 34.780 Area of streams before confluence: 56.430 2.030 Results of confluence: Total flow rate = 118.504(CFS) Time of concentration = 23.590 min. Effective stream area after confluence = 58.460(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1019.000 to Point/Station 1020.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 323.800(Ft.) Downstream point/station elevation = 320.750(Ft.) Pipe length = 283.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 118.504(CFS) Given pipe size = 48.00(ln.) Calculated individual pipe flow = 118.504(CFS) Normal flow depth in pipe = 32.30(ln.) Flow top width inside pipe = 45.04(ln.) Critical Depth = 39.34(ln.) Pipe flow velocity = 13.17(Ft/s) Travel time through pipe = 0.36 min. Time of concentration (TC) = 23.95 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1020.000 to Point/Station 1020.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 • • • Sub-Area C Value = 0.820 The area added to the existing stream causes a a lower flow rate of Q = 109.536(CFS) therefore the upstream flow rate of Q = 118.504(CFS) is being used Time of concentration = 23.95 min. Rainfall intensity = 2.686(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.697 CA = 40.781 Subarea runoff = O.OOO(CFS) for 0.020(Ac.) Total runoff = 118.504(CFS) Total area = 58.480(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1020.000 to Point/Station 1021.000 **** PIPEFLOW TRAVEl., TIME (User specified size) **** Upstream point/station elevation = 320.330(Ft.) Downstream point/station elevation = 298.900(Ft.) Pipe length = 55.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 118.504(CFS) Given pipe size = 48.00(ln.) Calculated individual pipe flow = 118.504(CFS) Normal flow depth in pipe = 11.79(1n.) Flow top width inside pipe = 41.32(1n.) Critical Depth = 39.34(ln.) Pipe flow velocity = 49.49(Ft/s) Travel time through pipe = 0.02 min . Time of concentration (TC) = 23.97 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1021.000 to Point/Station 1021.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.490 given for subarea The area added to the existing stream causes a a lower flow rate of Q = 77.085(CFS) therefore the upstream flow rate of Q = 118.504(CFS) is being used Time of concentration = 23.97 min. Rainfall intensity = 2.685(1n/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 28.714 Subarea runoff = O.OOO(CFS) for 0.120(Ac.) Total runoff = 118.504(CFS) Total area = 58.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1021.000 to Point/Station 1022.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 298.900(Ft.) Downstream point/station elevation = 290.010(Ft.) Pipe length = 22.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 118.504(CFS) Given pipe size = 48.00(ln.) Calculated individual pipe flow = 118.504(CFS) • • • Normal flow depth in pipe = 11.68(ln.) Flow top width inside pipe = 41.20(ln.) Critical Depth = 39.34(ln.) Pipe flow velocity = 50.14(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 23.97 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1000.000 to Point/Station 1022.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 58.600(Ac.) Runoff from this stream = 118.504(CFS) Time of concentration = 23.97 min. Rainfall intensity = 2.684(ln/Hr) Program is now starting with Main Stream No.2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 700.000 to Point/Station 701.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 485.000(Ft.) Highest elevation = 354.000(Ft.) Lowest elevation = 339.000(Ft.) Elevation difference = 15.000(Ft.) Slope = 3.093 % Top of Initial Area Slope adjusted by User to 8.050 % Bottom of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 8.05 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.51 minutes TC = [1.8*(1.1-C)*distance(Ft. )A.5)/(% slopeA( 1/3)] TC = [1.8*(1.1-0.8200)*( 100.000A.5)/( 8.050A(1/3)]= 2.51 The initial area total distance of 485.00 (Ft.) entered leaves a remaining distance of 385.00 (Ft.) Using Figure 3-4, the travel time for this distance is 3.45 minutes for a distance of 385.00 (Ft.) and a slope of 2.00 % with an elevation difference of 7.70(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 3.447 Minutes Tt=[(11.9*0.0729A3)/( 7.70)]A.385= 3.45 Total initial area Ti = 2.51 minutes from Figure 3-3 formula plus • • • 3.45 minutes from the Figure 3-4 formula = 5.96 minutes Rainfall intensity (I) = 6.586(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 2.268(CFS) Total initial stream area = 0.420(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 701.000 to Point/Station 702.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 336.300(Ft.) Downstream point/station elevation = 335.200(Ft.) Pipe length = 54.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 2.268(CFS) Given pipe size = 10.00(ln.) Calculated individual pipe flow = 2.268(CFS) Normal flow depth in pipe = 5.66(ln.) Flow top width inside pipe = 9.91 (In.) Critical Depth = 8.07(ln.) Pipe flow velocity = 7.12(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 6.09 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 702.000 to Point/Station 702.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 6.09 min. Rainfall intensity = 6.497(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.443 Subarea runoff = 0.609(CFS) for 0.120(Ac.) Total runoff = 2.877(CFS) Total area = 0.540(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 702.000 to Point/Station 703.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 335.200(Ft.) Downstream point/station elevation = 314.000(Ft.) Pipe length = 112.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 2.877(CFS) Given pipe size = 12.00(ln.) Calculated individual pipe flow = 2.877(CFS) Normal flow depth in pipe = 3.21(ln.) • • • Flow top width inside pipe = 10.63(ln.) Critical Depth = 8.73(1n.) Pipe flow velocity = 17.00(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 6.20 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 703.000 to Point/Station 704.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 2.927(CFS) Depth of flow = 0.193(Ft.), Average velocity = 1.457(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 6.10 2 15.00 0.00 3 25.00 0.00 4 37.00 6.10 Manning's 'N' friction factor = 0.035 SUb-Channel flow = 2.927(CFS) flow top width = 10 .853(Ft.) , velocity= 1.457(Ft/s) area = 2.008(Sq.Ft) Froude number = 0.597 Upstream point elevation = 314.000(Ft.) Downstream point elevation = 313.300(Ft.) Flow length = 62.000(Ft.) Travel time = 0.71 min. Time of concentration = 6.91 min. Depth of flow = 0.193(Ft.) Average velocity = 1.457(Ft/s) Total irregular channel flow = 2.927(CFS) Irregular channel normal depth above invert elev. = 0.193(Ft.) Average velocity of channel(s) = 1.457(Ft/s) Adding area flow to channel User specified 'C' value of 0.410 given for subarea The area added to the existing stream causes a a lower flow rate of Q = 2.063(CFS) therefore the upstream flow rate of Q = 2.877(CFS) is being used Rainfall intensity = 5.989(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.410 CA = 0.344 Subarea runoff = O.OOO(CFS) for 0.300(Ac.) Total runoff = 2.877(CFS) Total area = 0.840(Ac.) Depth of flow = 0.191 (Ft.), Average velocity = 1.448(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 704.000 to Point/Station 705.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** • • • Upstream point/station elevation = 307.900(Ft.) Downstream pOint/station elevation = 304.S20(Ft.) Pipe length = 133.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.877(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 2.877(CFS) Normal flow depth in pipe = S.OS(ln.) Flow top width inside pipe = 16.17(ln.) Critical Depth = 7.72(ln.) Pipe flow velocity = 7.09(Ft/s) Travel time through pipe = 0.31 min. Time of concentration (TC) = 7.22 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70S.000 to Point/Station 70S.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.410 given for subarea The area added to the existing stream causes a a lower flow rate of Q = 2.697(CFS) therefore the upstream flow rate of Q = 2.877(CFS) is being used Time of concentration = 7.22 min. Rainfall intensity = S.821 (ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.410 CA = 0.463 Subarea runoff = O.OOO(CFS) for 0.290(Ac.) Total runoff = 2.877(CFS) Total area = 1.130(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70S.000 to Point/Station 70S.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.8S0 Sub-Area C Value = 0.820 Time of concentration = 7.22 min. Rainfall intensity = S.821 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.6S7 CA = 1.874 Subarea runoff = 8.029(CFS) for 1.720(Ac.) Total runoff = 10.906(CFS) Total area = 2.8S0(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from POint/Station 70S.000 to Point/Station 706.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream pOint/station elevation = 304.190(Ft.) Downstream pOint/station elevation = 293.870(Ft.) • • • Pipe length = 95.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.906(CFS) Given pipe size = 24.00(ln.) Calculated individual pipe flow = 10.906(CFS) Normal flow depth in pipe = 6.20(ln.) Flow top width inside pipe = 21.01 (In.) Critical Depth = 14.19(ln.) Pipe flow velocity = 16.94(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 7.31 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 706.000 to Point/Station 706.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.490 given for subarea The area added to the existing stream causes a a lower flow rate of Q = 8.457(CFS) therefore the upstream flow rate of Q = 10.906(CFS) is being used Time of concentration = 7.31 min. Rainfall intensity = 5.772(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 1.465 Subarea runoff = O.OOO(CFS) for 0.140(Ac.) Total runoff = 10.906(CFS) Total area = 2.990(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 706.000 to Point/Station 1022.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 293.620(Ft.) Downstream point/station elevation = 291.01 O(Ft.) Pipe length = 37.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.906(CFS) Given pipe size = 24.00(ln.) Calculated individual pipe flow = 10.906(CFS) Normal flow depth in pipe = 6.93(ln.) Flow top width inside pipe = 21.75(ln.) Critical Depth = 14.19(1n.) Pipe flow velocity = 14.53(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 7.36 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 706.000 to Point/Station 1022.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.990(Ac.) Runoff from this stream = 10.906(CFS) Time of concentration = 7.36 min. Rainfall intensity = 5.751 (In/Hr) • • • Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (ln/Hr) 1 118.504 23.97 2.684 2 10.906 7.36 5.751 Qmax(1) = 1.000 * 1.000 * 118.504)+ 0.467 * 1.000 * 10.906) + = 123.594 Qmax(2) = 1.000 * 0.307 * 118.504) + 1.000 * 1.000 * 10.906) + = 47.267 Total of 2 main streams to confluence: Flow rates before confluence point: 118.504 10.906 Maximum flow rates at confluence using above data: 123.594 47.267 Area of streams before confluence: 58.600 2.990 Results of confluence: Total flow rate = 123.594(CFS) Time of concentration = 23.975 min . Effective stream area after confluence = 61.590(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1022.000 to Point/Station 1023.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 290.010(Ft.) Downstream point/station elevation = 276.840(Ft.) Pipe length = 32.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 123.594(CFS) Given pipe size = 48.00(ln.) Calculated individual pipe flow = 123.594(CFS) Normal flow depth in pipe = 11.87(ln.) Flow top width inside pipe = 41.42(ln.) Critical Depth = 40.09(1n.) Pipe flow velocity = 51.06(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 23.98 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1023.000 to Point/Station 1024.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 276.420(Ft.) Downstream pOint/station elevation = 273.71 O(Ft.) Pipe length = 22.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 123.594(CFS) • • • Given pipe size = 48.00(ln.) Calculated individual pipe flow = 123.594(CFS) Normal flow depth in pipe = 16.20(ln.) Flow top width inside pipe = 45.39(1n.) Critical Depth = 40.09(1n.) Pipe flow velocity = 33.17(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 24.00 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1024.000 to Point/Station 1025.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream pOint/station elevation = 273.250(Ft.) Downstream point/station elevation = 272.920(Ft.) Pipe length = 17.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 123.594(CFS) Given pipe size = 54.00(ln.) Calculated individual pipe flow = 123.594(CFS) Normal flow depth in pipe = 25.64(ln.) Flow top width inside pipe = 53.93(ln.) Critical Depth = 39.28(ln.) Pipe flow velocity = 16.60(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 24.01 min . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1025.000 to Point/Station 1025.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.490 given for subarea The area added to the existing stream causes a a lower flow rate of Q = 81.496(CFS) therefore the upstream flow rate of Q = 123.594(CFS) is being used Time of concentration = 24.01 min. Rainfall intensity = 2.681 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 30.395 Subarea runoff = O.OOO(CFS) for 0.440(Ac.) Total runoff = 123.594(CFS) Total area = 62.030(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1025.000 to Point/Station 1026.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream pOint/station elevation = 272.920(Ft.) Downstream point/station elevation = 270.790(Ft.) Pipe length = 114.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 123.594(CFS) Given pipe size = 54.00(ln.) Calculated individual pipe flow = 123.594(CFS) Normal flow depth in pipe = 25.71(ln.) Flow top width inside pipe = 53.94(1n.) • • • Critical Depth = 39.28(ln.) Pipe flow velocity = 16.55(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 24.13 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1026.000 to Point/Station 211.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 270.790(Ft.) Downstream point/station elevation = 267.830(Ft.) Pipe length = 159.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 123.594(CFS) Given pipe size = 54.00(ln.) Calculated individual pipe flow = 123.594(CFS) Normal flow depth in pipe = 25.73(ln.) Flow top width inside pipe = 53.94(ln.) Critical Depth = 39.28(1n.) Pipe flow velocity = 16.52(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 24.29 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1000.000 to Point/Station 211.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 62.030(Ac.) Runoff from this stream = 123.594(CFS) Time of concentration = 24.29 min. Rainfall intensity = 2.662(ln/Hr) Program is now starting with Main Stream No.2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 211.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL (2.9 DU/A or Less ) Impervious value, Ai = 0.250 Sub-Area C Value = 0.490 Rainfall intensity (I) = 2.538(1n/Hr) for a 100.0 year storm User specified values are as follows: TC = 26.15 min. Rain intensity = 2.54(ln/Hr) Total area = 3.780(Ac.) Total runoff = 4.706(CFS) • • • NOTE: This User Defined data was taken from the initial hydrology study for the La Costa Town Square Tentative Map for the Commercial; Residential; and Office; as CT 01-09, CT 08-03, and CT 08-07, respectively and inserted here for reference: ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 208.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.490 given for subarea Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 336.200(Ft.) Lowest elevation = 332.700(Ft.) Elevation difference = 3.500(Ft.) Slope = 3.500 % Top of Initial Area Slope adjusted by User to 0.000 % Bottom of Initial Area Slope adjusted by User to 0.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.00 %, in a development type of General Commercial The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 50.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.#J minutes for a distance of 50.00 (Ft.) and a slope of 0.00 % with an elevation difference of O.OO(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.»]".385 *60(min/hr) = 1.#10 Minutes Tt=[(11.9*0.0095"3)/( 0.00)]".385= 1.#J Rainfall intensity (I) = 2.694(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.490 Subarea runoff = 0.198(CFS) Total initial stream area = 0.150(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 209.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 332.400(Ft.) End of street segment elevation = 307.000(Ft.) Length of street segment = 515.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side( s) of the street Distance from curb to property line = 1 0.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.754(CFS) Depth of flow = 0.220(Ft.), Average velocity = 3.787(Ft/s) Streetflow hydraulics at midpoint of street travel: • • • Halfstreet flow width = 6.260(Ft.) Flow velocity = 3.79(Ft/s) Travel time = 2.27 min. TC = 26.10 min. Adding area flow to street User specified 'C' value of 0.490 given for subarea Rainfall intensity = 2.541 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 1.264 Subarea runoff = 3.014(CFS) for 2.430(Ac.) Total runoff = 3.212(CFS) Total area = 2.580(Ac.) Street flow at end of street = 3.212(CFS) Half street flow at end of street = 3.212(CFS) Depth offlow = 0.259(Ft.), Average velocity = 4.341 (Ftls) Flow width (from curb towards crown)= 8.177(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 209.000 to Point/Station 209.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.490 given for subarea Time of concentration = 26.10 min. Rainfall intensity = 2.541 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 1.852 Subarea runoff = 1.494(CFS) for 1.200(Ac.) Total runoff = 4.706(CFS) Total area = 3.780(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 209.000 to Point/Station 210.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 297.600(Ft.) Downstream paint/station elevation = 274.200(Ft.) Pipe length = 48.15(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.706(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 4.706(CFS) Normal flow depth in pipe = 3.09(1n.) Flow top width inside pipe = 13.58(ln.) Critical Depth = 10.00(ln.) Pipe flow velocity = 23.27(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 26.14 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 211 ;000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 273.900(Ft.) Downstream point/station elevation = 269.300(Ft.) Pipe length = 9.95(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.706(CFS) Given pipe size = 18.00(ln.) • • • Calculated individual pipe flow = 4.706(CFS) Normal flow depth in pipe = 3.13(ln.) Flow top width inside pipe = 13.65(1n.) Critical Depth = 10.00(ln.) Pipe flow velocity = 22.87(FUs) Travel time through pipe = 0.01 min. Time of concentration (TC) = 26.15 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from PoinUStation 210.000 to PoinUStation 211.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.780(Ac.) Runoff from this stream = 4.706(CFS) Time of concentration = 26.15 min. Rainfall intensity = 2.538(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 123.594 24.29 2.662 2 4.706 26.15 2.538 Qmax(1) = 1.000 * 1.000 * 123.594) + 1.000 * 0.929 * 4.706) + = 127.965 Qmax(2) = 0.953 * 1.000 * 123.594) + 1.000 * 1.000 * 4.706) + = 122.552 Total of 2 main streams to confluence: Flow rates before confluence point: 123.594 4.706 Maximum flow rates at confluence using above data: 127.965 122.552 Area of streams before confluence: 62.030 3.780 Results of confluence: Total flow rate = 127.965(CFS) Time of concentration = 24.289 min. Effective stream area after confluence = 65.810(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from PoinUStation 211.000 to PoinUStation 152.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream poinUstation elevation = 267.830(Ft.) Downstream poinUstation elevation = 267.000(Ft.) Pipe length = 44.00(Ft.) Manning's N = 0.013 • • • No. of pipes = 1 Required pipe flow = 127.965(CFS) Given pipe size = 54.00(ln.) Calculated individual pipe flow = 127.965(CFS) Normal flow depth in pipe = 26.16(1n.) Flow top width inside pipe = 53.97(ln.) Critical Depth = 39.95(ln.) Pipe flow velocity = 16.75(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 24.33 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 152.000 to Point/Station 153.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream pOint/station elevation = 266.500(Ft.) Downstream point/station elevation = 266.050(Ft.) Pipe length = 20.67(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 127.965(CFS) Given pipe size = 54.00(ln.) Calculated individual pipe flow = 127.965(CFS) Normal flow depth in pipe = 25.1 O(ln.) Flow top width inside pipe = 53.87(ln.) Critical Depth = 39.95(ln.) Pipe flow velocity = 17.67(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 24.35 min . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1000.000 to Point/Station 153.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 65.810(Ac.) Runoff from this stream = 127.965(CFS) Time of concentration = 24.35 min. Rainfall intensity = 2.657(ln/Hr) Program is now starting with Main Stream No.2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 316.000 to Point/Station 153.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C' value of 0.490 given for subarea Rainfall intenSity (I) = 2.231 (ln/Hr) for a 100.0 year storm User specified values are as follows: TC = 31.93 min. Rain intensity = 2.23(ln/Hr) Total area = 10.790(Ac.) Total runoff = 10.936(CFS) NOTE: This User Defined data was taken from the initial hydrology study for the La Costa Town Square Tentative Map for the Commercial; Residential; and 'Office; as CT 01-09, CT 08-03, and CT 08-07, respectively and inserted here for reference: • • • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.490 given for subarea Initial subare.a total flow distance = 55.000(Ft.) Highest elevation = 383.500(Ft.) Lowest elevation = 382.900(Ft.) Elevation difference = 0.600(Ft.) Slope = 1.091 % Top of Initial Area Slope adjusted by User to 0.000 % Bottom of Initial Area Slope adjusted by User to 0.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.00 %, in a development type of General Commercial The initial area total distance of 55.00 (Ft.) entered leaves a remaining distance of 5.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.#J minutes for a distance of 5.00 (Ft.) and a slope of 0.00 % with an elevation difference of . O.OO(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.»]A.385 *60(min/hr) = 1.#10 Minutes Tt=[(11.9*0.0009A3)/( 0.00)JA.385= 1.#J Rainfall intensity (I) = 2.690(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.490 Subarea runoff = 0.105(CFS) Total initial stream area = 0.080(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 381.200(Ft.) End of street segment elevation = 374.700(Ft.) Length of street segment = 370.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.769(CFS) Depth of flow = 0.203(Ft.), Average velocity = 2.117(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.405(Ft.) Flow velocity = 2.12(Ft/s) Travel time = 2.91 min. TC = 26.81 min. Adding area flow to street • • • User specified 'C' value of 0.490 given for subarea Rainfall intensity = 2.497(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 0.608 Subarea runoff = 1.412(CFS) for 1.160(Ac.) Total runoff = 1.517(CFS) Total area = 1.240(Ac.) Street flow at end of street = 1.517(CFS) Half street flow at end of street = 1.517(CFS) Depth of flow = 0.243(Ft.), Average velocity = 2.455(Ft/s) Flow width (from curb towards crown)= 7.394(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 304.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 374.700(Ft.) End of street segment elevation = 315.900(Ft.) Length of street segment = 630.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.655(CFS) Depth of flow = 0.226(Ft.), Average velocity = 5.319(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.541 (Ft.) Flow velocity = 5.32(Ft/s) Travel time = 1.97 min. TC = 28.78 min. Adding area flow to street User specified 'C' value of 0.490 given for subarea Rainfall intensity = 2.385(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 1.553 Subarea runoff = 2.188(CFS) for 1.930(Ac.) Total runoff = 3.705(CFS) Total area = 3.170(Ac.) Street flow at end of street = 3.705(CFS) Half street flow at end of street = 3.705(CFS) Depth of flow = 0.247(Ft.), Average velocity = 5.734(Ft/s) Flow width (from curb towards crown)= 7.582(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 305.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 305.500(Ft.) • • • Downstream point/station elevation = 299.630(Ft.) Pipe length = 42.23(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.705(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 3.705(CFS) Normal flow depth in pipe = 3.74(ln.) Flow top width inside pipe = 14.61(1n.) Critical Depth = 8.82(ln.) Pipe flow velocity = 13.95(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 28.84 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 305.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.170(Ac.) Runoff from this stream = 3.705(CFS) Time of concentration = 28.84 min. Rainfall intensity = 2.383(ln/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 306.000 to Point/Station 307.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.490 given for subarea Initial subarea total flow distance = 35.000(Ft.) Highest elevation = 377.300(Ft.) Lowest elevation = 376.200(Ft.) Elevation difference = 1.100(Ft.) Slope = 3.143 % Top of Initial Area Slope adjusted by User to 0.000 % Bottom of Initial Area Slope adjusted by User to 0.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.00 %, in a development type of General Commercial The initial area total distance of 35.00 (Ft.) entered leaves a remaining distance of 0.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.#J minutes for a distance of 0.00 (Ft.) and a slope of 0.00 % with an elevation difference of O.OO(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 1.#10 Minutes Tt=[(11.9*0.0000A3)/( 0.00)]A.385= 1.#J Rainfall intensity (I) = 2.383(1n/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.490 Subarea runoff = 0.012(CFS) Total initial stream area = 0.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 307.000 to Point/Station 308.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** • • • Top of street segment elevation = 376.200(Ft.) End of street segment elevation = 326.1 OO(Ft.) Length of street segment = 495.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.698(CFS) Depth of flow = 0.155(Ft.), Average velocity = 4.335(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 2.997(Ft.) Flow velocity = 4.33(Ft/s) Travel time = 1.90 min. TC = 30.74 min. . Adding area flow to street User specified 'C' value of 0.490 given for subarea Rainfall intensity = 2.287(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 0.647 Subarea runoff = 1.467(CFS) for 1.310(Ac.) Total runoff = 1.479(CFS) Total area = 1.320(Ac.) Street flow at end of street = 1.479(CFS) Half street flow at end of street = 1.479(CFS) Depth of flow = 0.192(Ft.), Average velocity = 4.860(Ft/s) Flow width (from curb towards crown)= 4.827(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 308.000 to Point/Station 308.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.490 given for subarea Time of concentration = 30.74 min. Rainfall intensity = 2.287(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 1.142 Subarea runoff = 1.132(CFS) for 1.010(Ac.) Total runoff = 2.611(CFS) Total area = 2.330(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 308.000 to Point/Station 309.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream pOint elevation = 326.100(Ft.) Downstream point elevation = 318.200(Ft.) Channel length thru subarea = 90.000(Ft.) • • • Channel base width = O.OOO(Ft.) Slope or 'Z' of left channel bank = 65.000 Slope or 'Z' of right channel bank = 65.000 Manning's 'N' = 0.015 Maximum depth of channel = 0.500(Ft.) Flow( q) thru subarea = 2.611 (CFS) Depth of flow = 0.100(Ft). Average velocity = 3.991 (Ft/s) Channel flow top width = 13.040(Ft.) Flow Velocity = 3.99(Ft/s) Travel time = 0.38 min. Time of concentration = 31.11 min. Critical depth = 0.158(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 309.000 to Point/Station 309.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.490 given for subarea Time of concentration = 31.11 min. Rainfall intensity = 2.269(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 1.215 Subarea runoff = 0.146(CFS) for 0.150(Ac.) Total runoff = 2.757(CFS) Total area = 2.480(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 309.000 to Point/Station 310.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 318.200(Ft.) End of street segment elevation = 312.500(Ft) Length of street segment = 40.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.935(CFS) Depth of flow = 0.219(Ft.). Average velocity = 6.414(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.215(Ft.) Flow velocity = 6.41 (Ft/s) Travel time = 0.10 min. TC = 31.22 min. Adding area flow to street User specified 'C' value of 0.490 given for subarea Rainfall intensity = 2.264(1n/Hr) for a 100.0 year storm • • • Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 1.372 Subarea runoff = 0.349(CFS) for 0.320(Ac.) Total runoff = 3.106(CFS) Total area = 2.800(Ac.) Street flow at end of street = 3.106(CFS) . Half street flow at end of street = 3.106(CFS) Depth of flow = 0.223(Ft.), Average velocity = 6.494(Ft/s) Flow width (from curb towards crown)= 6.380(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 305.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream pOint/station elevation = 300.730(Ft.) Downstream point/station elevation = 299.630(Ft.) Pipe length = 7.41 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.106(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 3.106(CFS) Normal flow depth in pipe = 3.38(ln.) Flow top width inside pipe = 14.05(ln.) Critical Depth = 8.04{1n.) Pipe flow velocity = 13.55(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 31.23 min . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 305.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.800(Ac.)· Runoff from this stream = 3.106(CFS) Time of concentration = 31.23 min. Rainfall intensity = 2.263(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.705 28.84 2.383 2 3.106 31.23 2.263 Qmax(1) = 1.000 * 1.000 * 3.705) + 1.000 * 0.923 * 3.106)+= 6.573 Qmax(2) = 0.950 * 1.000 * 3.705) + 1.000 * 1.000 * 3.106) + = 6.626 Total of 2 streams to confluence: Flow rates before confluence point: 3.705 3.106 Maximum flow rates at confluence using above data: • • • 6.573 6.626 Area of streams before confluence: 3.170 2.800 Results of confluence: Total flow rate = 6.626(CFS) Time of concentration = 31.227 min. Effective stream area after confluence = 5.970(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 311.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 299.300(Ft.) Downstream point/station elevation = 286.030(Ft.) Pipe length = 141.46(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.626(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 6.626(CFS) Normal flow depth in pipe = 5.54(ln.) Flow top width inside pipe = 16.62(ln.) Critical Depth = 11.94(ln.) Pipe flow velocity = 14.33(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 31.39 min . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 311.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 5.970(Ac.) Runoff from this stream = 6.626(CFS) Time of concentration = 31.39 min. Rainfall intensity = 2.256(ln/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 420.000 to Point/Station 421.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.350 given for subarea Initial subarea total flow distance = 115.000(Ft.) Highest elevation = 383.000(Ft.) Lowest elevation = 372.000(Ft.) Elevation difference = 11.000(Ft.) Slope = 9.565 % Top of Initial Area Slope adjusted by User to 0.000 % Bottom of Initial Area Slope adjusted by User to 0.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.00 %, in a development type of General Commercial The initial area total distance of 115.00 (Ft.) entered leaves a remaining distance of 65.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.#J minutes • • • for a distance of 65.00 (Ft.) and a slope of 0.00 % with an elevation difference of O.OO(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 1.#10 Minutes Tt=[(11.9*0.0123A3)/( 0.00)]A.385= 1.#J Rainfall intensity (I) = 2.256(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.008(CFS) Total initial stream area = 0.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from PoinUStation 421.000 to PoinUStation 422.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 372.000(Ft.) Downstream point elevation = 292.500(Ft.) Channel length thru subarea = 870.000(Ft.) Channel base width = 1.000(Ft.) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 0.276(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.276(CFS) Depth of flow = 0.060(Ft.), Average velocity = 4.315(FUs) Channel flow top width = 1.121 (Ft.) FlowVelocity= 4.31 (FUs) Travel time = 3.36 min. Time of concentration = 34.75 min. Critical depth = 0.127(Ft.) Adding area flow to channel User specified 'C' value of 0.350 given for subarea Rainfall intensity = 2.112(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.241 Subarea runoff = 0.502(CFS) for 0.680(Ac.) Total runoff = 0.510(CFS) Total area = 0.690(Ac.) Depth of flow = 0.087(Ft.), Average velocity = 5.377(FUs) Critical depth = 0.188(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from PoinUStation 422.000 to PoinUStation 311.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream poinUstation elevation = 286.560(Ft.) Downstream poinUstation elevation = 286.030(Ft.) Pipe length = 52.51 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.510(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 0.510(CFS) Normal flow depth in pipe = 2.69(1n.) Flow top width inside pipe = 12.84(ln.) Critical Depth = 3.16(ln.) Pipe flow velocity = 3.08(FUs) • • • Travel time through pipe = 0.28 min . Time of concentration (TC) = 35.04 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from PoinUStation 422.000 to PoinUStation 311.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.690(Ac.) Runoff from this stream = 0.510(CFS) Time of concentration = 35.04 min. Rainfall intensity = 2.101 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.626 31.39 2.256 2 0.510 35.04 2.101 Qmax(1) = 1.000 * 1.000 * 6.626) + 1.000 * 0.896 * 0.510) + = 7.083 Qmax(2) = 0.932 * 1.000 * 6.626) + 1.000 * 1.000 * 0.510) + = 6.683 Total of 2 streams to confluence: Flow rates before confluence point: 6.626 0.510 Maximum flow rates at confluence using above data: 7.083 6.683 Area of streams before confluence: 5.970 0.690 Results of confluence: Total flow rate = 7.083(CFS) Time of concentration = 31.392 min. Effective stream area after confluence = 6.660(Ac:) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from PoinUStation 311.000 to PoinUStation 312.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream poinUstation elevation = 285.530(Ft.) Downstream poinUstation elevation = 282.840(Ft.) Pipe length = 55.56(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.083(CFS) Given pipe size = 24.00(ln.) Calculated individual pipe flow = 7.083(CFS) Normal flow depth in pipe = 6.12(1n.) Flow top width inside pipe = 20.92(ln.) Critical Depth = 11.34(ln.) Pipe flow velocity = 11.23(FUs) Travel time through pipe = 0.08 min. e e e· Time of concentration (TC) = 31.47 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 311.000 to Point/Station 312.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 6.660(Ac.) Runoff from this stream = 7.083(CFS) Time of concentration = 31.47 min. Rainfall intensity = 2.252(ln/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 402.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.350 given for subarea Initial subarea total flow distance = 295.000(Ft.) Highest elevation = 375.500(Ft.) Lowest elevation = 356.000(Ft.) Elevation difference = 19.500(Ft.) Slope = 6.610 % Top of Initial Area Slope adjusted by User to 0.000 % Bottom of Initial Area Slope adjusted by User to 0.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.00 %, in a development type of General Commercial The initial area total distance of 295.00 (Ft.) entered leaves a remaining distance of 245.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.#J minutes for a distance of 245.00 (Ft.) and a slope of 0.00 % with an elevation difference of O.OO(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.»]A.385 *60(min/hr) = 1.#10 Minutes Tt=[(11.9*0.0464A3)/( 0.00)]A.385= 1.#J Rainfall intensity (I) = 2.252(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.236(CFS) Total initial stream area = 0.300(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Paint/Station 403.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 356.000(Ft.) Downstream point elevation = 285.000(Ft.) Channel length thru subarea = 71 O.OOO(Ft.) Channel base width = 1.000(Ft.) Slope or 'l' of left channel bank = 1.000 Slope or 'l' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 0.532(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) • • • Flow(q} thru subarea = 0.532(CFS} Depth of flow = 0.087(Ft}. Average velocity = 5.619(Ft/s} Channel flow top width = 1.17 4(Ft.} Flow Velocity = 5.62(Ft/s} Travel time = 2.11 min. Time of concentration = 33.58 min. Critical depth = 0.193(Ft.} Adding area flow to channel User specified 'C' value of 0.350 given for subarea Rainfall intensity = 2.160(ln/Hr} for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.367 Subarea runoff = 0.557(CFS) for 0.750(Ac.} Total runoff = 0.794(CFS} Total area = 1.050(Ac.} Depth offlow = 0.111 (Ft.). Average velocity = 6.458(Ft/s) Critical depth = 0 .246(Ft.} ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to POint/Station 312.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 284.980(Ft.} Downstream point/station elevation = 282.840(Ft} Pipe length = 58.27(Ft.} Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.794(CFS} Given pipe size = 18.00(ln.} Calculated individual pipe flow = 0.794(CFS} Normal flow depth in pipe = 2.44(ln.) Flow top width inside pipe = 12.32(ln.} Critical Depth = 3.97(1n.} Pipe flow velocity = 5.53(Ft/s} Travel time through pipe = 0.18 min. Time of concentration (TC) = 33.76 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from POint/Station 403.000 to Point/Station 312.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.050(Ac.} Runoff from this stream = 0.794(CFS} Time of concentration = 33.76 min. Rainfall intensity = 2.153(ln/Hr} Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.083 31.47 2.252 2 0.794 33.76 2.153 Qmax(1} = 1.000 * 1.000 * 7.083} + 1.000 * 0.932 * 0.794) + = 7.823 • • • Qmax(2) = 0.956 * 1.000 * 1.000 * 1.000 * 7.083) + 0.794) + = Total of 2 streams to confluence: Flow rates before confluence point: 7.083 0.794 7.564 Maximum flow rates at confluence using above data: 7.823 7.564 Area of streams before confluence: 6.660 1.050 Results of confluence: Total flow rate = 7.823(CFS) Time of concentration = 31.474 min. Effective stream area after confluence = 7.710(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 313.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 282.510(Ft.) Downstream point/station elevation = 268.220(Ft.) Pipe length = 290.95(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.823(CFS) Given pipe size = 24.00(ln.) Calculated individual pipe flow = 7.823(CFS) Normal flow depth in pipe = 6.41(ln.) Flow top width inside pipe = 21.24(ln.) Critical Depth = 11.94(ln.) Pipe flow velocity = 11.61 (Ft/s) Travel time through pipe = 0.42 min. Time of concentration (TC) = 31.89 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 313.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 7.710(Ac.) Runoff from this stream = 7.823(CFS) Time of concentration = 31.89 min. Rainfall intensity = 2.233(ln/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 314.000 to Point/Station 310.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.490 given for subarea Initial subarea total flow distance = 20.000(Ft.) Highest elevation = 316.700(Ft.) Lowest elevation = 312.500(Ft.) Elevation difference = 4.200(Ft.) Slope = 21.000 % Top of Initial Area Slope adjusted by User to 0.000 % • • • Bottom of Initial Area Slope adjusted by User to 0.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.00 %, in a development type of General Commercial The initial area total distance of 20.00 (Ft.) entered leaves a remaining distance of 0.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.#J minutes for a distance of 0.00 (Ft.) and a slope of 0.00 % with an elevation difference of O.OO(Ft.) from the end of the top area Tt = [11.9*length(MO"3)/(elevation change(Ft.))]".385 *60(min/hr) = 1.#10 Minutes Tt=[(11.9*0.0000"3)/( 0.00)]".385= 1.#J Rainfall intensity (I) = 2.233(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.490 Subarea runoff = 0.011 (CFS) Total initial stream area = 0.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from PointiStation 310.000 to PointiStation 315.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 312.500(Ft.) End of street segment elevation = 295.500(Ft.) Length of street segment = 250.000(Ft) Height of curb above gutter flowline = 6.0{ln.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side( s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.476(CFS) Depth of flow = 0.146(Ft.), Average velocity = 3.527(Ftls) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 2.527(Ft.) Flow velocity = 3.53(Ftls) Travel time = 1.18 min. TC = 33.07 min. Adding area flow to street User specified 'C' value of 0.490 given for subarea Rainfall intensity = 2.181 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 0.461 Subarea runoff = 0.994(CFS) for 0.930(Ac.) Total runoff = 1.005(CFS) Total area = 0.940(Ac.) Street flow at end of street = 1.005(CFS) Half street flow at end of street = 1.005(CFS) Depth of flow = 0.182(Ft), Average velocity = 3.846(Ftls) Flow width (from curb towards crown)= 4.358(Ft.) • • • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 315.000 to Point/Station 315.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.490 given for subarea Time of concentration = 33.07 min. Rainfall intensity = 2.181 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 0.789 Subarea runoff = 0.716(CFS) for 0.670(Ac.) Total runoff = 1.721(CFS) Total area = 1.610(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 315.000 to Point/Station 316.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 295.500(Ft.) End of street segment elevation = 278.400(Ft.) Length of street segment = 200.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.876(CFS) Depth of flow = 0.209(Ft.), Average velocity = 4. 768(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.675(Ft.) Flow velocity = 4. 77(Ft/s) Travel time = 0.70 min. TC = 33.77 min. Adding area flow to street User specified 'C' value of 0.490 given for subarea Rainfall intensity = 2.152(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 0.931 Subarea runoff = 0.283(CFS) for 0.290(Ac.) Total runoff = 2.003(CFS) Total area = 1.900(Ac.) Street flow at end of street = 2.003(CFS) Half street flow at end of street = 2.003(CFS) Depth offlow = 0.212(Ft.), Average velocity = 4.835(Ft/s) Flow width (from curb towards crown)= 5.857(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 316.000 to Point/Station 316.000 • • • **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.350 given for subarea The area added to the existing stream causes a a lower flow rate of Q = 1.702(CFS) therefore the upstream flow rate of Q = 2.003(CFS) is being used Time of concentration = 33.77 min. Rainfall intensity = 2.152(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.791 Subarea runoff = O.OOO(CFS) for 0.360(Ac.) Total runoff = 2.003(CFS) Total area = 2.260(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 316.000 to Point/Station 313.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevati9n = 268.320(Ft.) Downstream point/station elevation = 268.220(Ft.) Pipe length = 5.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.003(CFS) Given pipe size = 24.00(ln.) Calculated individual pipe flow = 2.003(CFS) Normal flow depth in pipe = 4.07(1n.) Flow top width inside pipe = 18.02(ln.) Critical Depth = 5.89(ln.) Pipe flow velocity = 5.67(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 33.79 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 316.000 to Point/Station 313.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.260(Ac.) Runoff from this stream = 2.003(CFS) Time of concentration = 33.79 min. Rainfall intensity = 2.151 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 317.000 to Point/Station 318.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea Initial subarea total flow distance = 50.000(Ft.) Highest elevation = 321.700(Ft.) Lowest elevation = 321.000(Ft.) Elevation difference = 0.700(Ft.) Slope = 1.400 % Top of Initial Area Slope adjusted by User to 0.000 % Bottom of Initial Area Slope adjusted by User to 0.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) • • • for the top area slope value of 0.00 %, in a development type of General Commercial . The initial area total distance of 50.00 (Ft.) entered leaves a remaining distance of 0.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.#J minutes for a distance of 0.00 (Ft.) and a slope of 0.00 % with an elevation difference of O.OO(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) = 1.#10 Minutes Tt=[(11.9*0.0000"3)/( 0.00)]".385= 1.#J Rainfall intensity (I) = 2.151 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 0.019(CFS) Total initial stream area = 0.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 318.000 to Point/Station 319.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 321.000(Ft.) End of street segment elevation = 278.400(Ft.) Length of street segment = 840.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side( s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.695(CFS) Depth of flow = 0.171 (Ft.), Average velocity = 3.201 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 3.821 (Ft.) Flow velocity = 3.20(Ft/s) Travel time = 4.37 min. TC = 38.16 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 1.989(1n/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.900 CA = 0.738 Subarea runoff = 1.448(CFS) for 0.810(Ac.) Total runoff = 1.468(CFS) Total area = 0.820(Ac.) Street flow at end of street = 1.468(CFS) Half street flow at end of street = 1.468(CFS) Depth of flow = 0.209(Ft.), Average velocity = 3.685(Ft/s) Flow width (from curb towards crown)= 5.719(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • • • Process from Point/Station 319.000 to Point/Station 313.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 268.550(Ft.) Downstream pOint/station elevation = 268.220(Ft.) Pipe length = 31.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.468(CFS) Given pipe size = 24.00(ln.) Calculated individual pipe flow = 1.468(CFS) Normal flow depth in pipe = 4.09(ln.) Flow top width inside pipe = 18.05(ln.) Critical Depth = 5.02(1n.) Pipe flow velocity = 4.13(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 38.29 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 319.000 to Point/Station 313.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 3 Stream flow area = 0.820(Ac.) Runoff from this stream = 1.468(CFS) Time of concentration = 38.29 min. Rainfall intensity = 1.985(1n/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 7.823 2 2.003 3 1.468 31.89 33.79 38.29 Qmax(1) = 1.000 * 1.000 * 1.000 * Qmax(2) = 0.963 * 1.000 * 1.000 * Qmax(3) = 0.889 * 0.923 * 1.000 * 1.000 * 0.944 * 0.833 * 1.000 * 1.000 * 0.882 * 1.000 * 1.000 * 1.000 * 2.233 2.151 1.985 7.823) + 2.003) + 1.468) + = 7.823) + 2.003) + 1.468) + = 7.823) + 2.003) + 1.468) + = Total of 3 streams to confluence: Flow rates before confluence point: 7.823 2.003 1.468 10.936 10.835 10.269 Maximum flow rates at confluence using above data: 10.936 10.835 10.269 Area of streams before confluence: 7.710 2.260 0.820 Results of confluence: • • • Total flow rate = 10.936(CFS) Time of concentration = 31.892 min. Effective stream area after confluence = 10.790(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 316.000 to Point/Station 153.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 266.220(Ft.) Downstream point/station elevation = 265.720(Ft.) Pipe length = 21.26(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.936(CFS) Given pipe size = 24.00(ln.) Calculated individual pipe flow = 10.936(CFS) Normal flow depth in pipe = 9.26(ln.) Flow top width inside pipe = 23.36(1n.) Critical Depth = 14.23(ln.) Pipe flow velocity = 9.78(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 31.93 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 316.000 to Point/Station 153.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 10.790(Ac.) Runoff from this stream = 10.936(CFS) Time of concentration = 31.93 min. Rainfall intensity = 2.231 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 127.965 24.35 2.657 2 10.936 31.93 2.231 Qmax(1) = 1.000 * 1.000 * 127.965) + 1.000 * 0.763 * 10.936) + = 136.306 Qmax(2) = 0.840 * 1.000 * 127.965) + 1.000 * 1.000 * 10.936) + = 118.384 Total of 2 main streams to confluence: Flow rates before confluence point: 127.965 10.936 Maximum flow rates at confluence using above data: 136.306 118.384 Area of streams before confluence: 65.810 10.790 • • • Results of confluence: Total flow rate = 136.306(CFS) Time of concentration = 24.352 min. Effective stream area after confluence = 76.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 153.000 to Point/Station 154.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 265.720(Ft.) Dbwnstream point/station elevation = 264.11 O(Ft.) Pipe length = 72.32(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 136.306(CFS) Given pipe size = 54.00(ln.) Calculated individual pipe flow = 136.306(CFS) Normal flow depth in pipe = 25.88(ln.) Flow top width inside pipe = 53.95(ln.) Critical Depth = 41.22(ln.) Pipe flow velocity = 18.11 (Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 24.42 min. End of computations, total study area = 76.600 (Ac.) • •• • San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 11/14/08 LCTS2 Bain 2 of La Costa Town Square ********* Hydrology Study Control Information ********** Program License Serial Number 5014 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation (inches) = 2.800 24 hour precipitation(inches) = 5.100 P6/P24 = 54.9% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2000.000 to Point/Station 2001.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance 80.000(Ft.) Highest elevation = 335.500(Ft.) Lowest elevation = 333.800(Ft.) Elevation difference 1.700(Ft.) Slope = 2.125 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.13 %, ina development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration 3.39 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1-0.8200)*( 75.000A.5)/( 2.130A(1/3)]= 3.39 The initial area total distance of 80.00 (Ft.) entered leaves a • • • remaining distance of 5.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.12 minutes for a distance of 5.00 (Ft.) and a slope of 2.13 % with an elevation difference of O.ll(Ft.) from the end of the top area Tt = [ll.9*length(Mi)A3 )/(elevation change(Ft.))]A.385 *60 (min/hr) 0.119 Minutes Tt=[(11.9*0.0009 A3)/( 0.11)]A.385= 0.12 Total initial area Ti 3.39 minutes from Figure 3-3 formula plus 0.12 minutes from the Figure 3-4 formula = 3.51 minutes Calculated TC of 3.511 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.423(CFS) Total initial stream area = 0.070(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2001.000 to Point/Station 2002.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 329.000(Ft.) Downstream point/station elevation 328.600(Ft.) Pipe length 20.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 0.423(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 0.423(CFS) Normal flow depth in pipe = 2.83(In.) Flow top width inside pipe = 5.9~(In.) Critical Depth = 3.98(In.) Pipe flow velocity = 4.66(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 3.58 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2002.000 to Point/Station 2002.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [COMMERCIAL area twe (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 3.58 min. Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.115 Subarea runoff 0.423(CFS) for 0.070(AC.) Total runoff = 0.847(CFS) Total area = 0.140(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2002.000 to Point/Station 2003',000 • **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 32S.600(Ft.) Downstream point/station elevation 32S.100(Ft.) Pipe length 25.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 0.S47(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 0.S47(CFS) Normal flow depth in pipe = 4.46(In.) Flow top width inside pipe = 5.24(In.) Critical Depth = 5.43(In.) Pipe flow velocity = 5.41(Ft/s) Travel time through pipe = O.OS min. Time of concentration (TC) = 3.66 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2003.000 to Point/Station 2003.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.S50 • Sub-Area C Value = 0.820 Time of concentration = 3.66 min. Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.S20 CA = 0.172 Subarea runoff 0.423(CFS) for 0.070(Ac.) Total runoff = 1.270(CFS) Total area = 0.210(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2003.000 to Point/Station 2004.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstr~am point/station elevation = 32S.100(Ft.) Downstream point/station elevation 327.700(Ft.) Pipe length 20.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 1.270(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 1.270(CFS) Normal flow depth in pipe = 4.2S(In.) Flow top width inside pipe = S.99(In.) Critical Depth = 6.23(In.) Pipe flow velocity = 6.13(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 3.71 min. • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2004.000 to Point/Station 2004.000 **** SUBAREA FLOW ADDITION **** • • • Decimal fraction soil group A 0.000 Decimal' fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 3.71 min. Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.213 Subarea runoff 0.302(CFS) for 0.050(Ac.) Total runoff = 1.573(CFS) Total area = 0.260(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2004.000 to Point/Station 2006.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 327.700(Ft.) Downstream point/station elevation 325.800(Ft.) Pipe length 95.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 1.573(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 1.573(CFS) Normal flow depth in pipe = 4.86(In.) Flow top width inside pipe = 8.97(In.) Critical Depth = 6.93(In.) Pipe flow velocity = 6.46(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 3.96 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2006.000 to Point/station 20Q6.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 A B C D 0.000 0.000 0.000 1.000 Time of concentration = 3.96 min. Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.508 Subarea runoff 2.178(CFS) for 0.360(Ac.) Total runoff = 3.751(CFS) Total area = 0.620(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2006.000 to Point/Station 2007.000 • • • p " **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 325.800(Ft.) Downstream point/station elevation 325.400(Ft.) Pipe length 20.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 3.751(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 3.751(CFS) Normal flow depth in pipe = 6.91(In.) Flow top width inside pipe = 11.86(In.) Critical Depth = 9.89(In.) Pipe flow velocity = 8.01(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 4.00 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2007.000 to Point/Station 2007.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 4.00 min. Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.574 Subarea runoff 0.484(CFS) for 0.080(Ac.) Total runoff = 4.235(CFS) Total area = 0.700(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2007.000 to Point/Station 2007.500 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 325.400(Ft.) Downstream point/station elevation 323.900(Ft.) pipe length 75.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 4.235(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 4.235(CFS) Normal flow depth in pipe = 7.48(In.) Flow top width inside pipe = 11.63(In.) Critical Depth = 10.40(In.) pipe flow velocity = 8.23(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 4.15 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2007.500 to Point/Station 2007.500 **** SUBAREA FLOW ADDITION **** --------------~--" • • • Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.8S0 Sub-Area C Value = ·0.820 A 0.000 B 0.000 C 0.000 D 1.000 Time of concentration = 4.1S min. Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.623 . Subarea runoff 0.363(CFS) for 0.060(Ac.) Total runoff = 4.S98(CFS) Total area = 0.760(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2007.S00 to Point/Station 2008.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 323.900(Ft.) Downstream point/station elevation 321.S00(Ft.) Pipe length 120.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow . 4.S98(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 4.S98(CFS) Normal flow depth in pipe = 7.91(In.) Flow top width inside pipe = 11.38(In.) Critical Depth = 10.72(In.) pipe flow velocity = 8.37(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 4.39 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2008.000 to Point/Station 2008.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [ COMMERCIAL area type (General Commercial Impervious value, Ai = 0.8S0 Sub-Area C Value = 0.820 A B C D 0.000 0.000 0.000 1.000 Time of concentration = 4.39 min. Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.9S1 Subarea runoff 2.420(CFS) for 0.400(Ac.) Total runoff = 7.017(CFS) Total area = 1.160(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2008.000 to Point/Station 2009.000 • • • **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 321.S00{Ft.) Downstream point/station elevation 320.200{Ft.) Pipe length 6S.00{Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 7.017(CFS) Nearest computed pipe diameter lS.00(In.) Calculated individual pipe flow 7.017(CFS) Normal flow depth in pipe = 8.81(In.) Flow top width inside pipe = 14.77(In.) Critical Depth = 12.74(In.) Pipe flow velocity = 9.37(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 4.S1 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2009.000 to Point/Station 2009.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.8S0 Sub-Area C Value = 0.820 A B C D 0.000 0.000 0.000 1.000 Time of concentration = 4.S1 min. Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 1.123 Subarea runoff 1.270(CFS) for 0.210(Ac.) Total runoff = 8.288(CFS) Total area = 1.370(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2009.000 to Point/Station 2010.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 320.200(Ft.) Downstream point/station elevation 318.400{Ft.) pipe length 60.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 8.288(CFS) Nearest computed pipe diameter lS.00(In.) Calculated individual pipe flow 8.288{CFS) Normal flow depth in pipe = 8.60(In.) Flow top width inside pipe = 14.84{In.) Critical Depth = 13.S4(In.) pipe flow velocity = 11.37(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 4.60 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2010.000 to Point/Station 2010.000 **** SUBAREA FLOW ADDITION **** • • • Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 4.60 min. Rainfall intensity = 7.377(In/Hr) for a 100.0 year stQrm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 1.279 Subarea runoff 1.149(CFS) for 0.190(Ac.) Total runoff = 9.437(CFS) Total area = 1.SEO(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2010.000 to Point/Station 2011.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 318.400(Ft.) Downstream point/station elevation 316.7S0(Ft.) Pipe length SS.OO(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 9.437(CFS) Nearest computed pipe diameter lS.00(In.) Calculated individual pipe flow 9.437(CFS) Normal flow depth in pipe = 9.36(In.) Flow top width inside pipe = 14.S3(In.) Critical Depth = 14.03(In.) Pipe flow velocity = 11.70(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 4.67 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ . Process from Point/Station 2011.000 to Point/Station 2011.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 4.67 min. Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 1.427 Subarea runoff 1.089(CFS) for 0.180(Ac.) Total runoff = 10.S26(CFS) Total area = 1.740(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2011.000 to Point/Station 2012.000 • • • **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 316.750(Ft.) Downstream point/station elevation 315.850(Ft.) Pipe length 30.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 10.526(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 10.526(CFS) Normal flow depth in pipe = 10.11(In.) Flow top width inside pipe = 14.06(In.) Critical depth could not be calculated. Pipe flow velocity = 11.96(Ft/s) Travel time through pipe 0.04 min. Time of concentration (TC) = 4.72 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2012.000 to Point/Station 2013.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 315.850(Ft.) Downstream point/station elevation 314.250(Ft.) Pipe length 80.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 10.526(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 10.526(CFS) Normal flow depth in pipe = 11.98(In.) Flow top width inside pipe = 12.04(In.) Critical depth could not be calculated. Pipe flow velocity = 10.03(Ft/s) Travel time through pipe 0.13 min. Time of concentration (TC) = 4.85 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2013.000 to Point/Station 2013.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [COMMERCIAL area twe (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 A B C D 0.000 0.000 0.000 1.000 Time of concentration = 4.85 min. Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 1.673 Subarea runoff 1.815(CFS) for 0.300(Ac.) Total runoff = 12.341(CFS) Total area = 2.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2013.000 to Point/Station 2014.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** • • • Upstream point/station elevation = 314.250(Ft.) Downs.tream point/station elevation 313.850 (Ft.) Pipe length 20.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 12.341(CFS) Nearest computed pipe diameter 18.00(In.) Calculated individual pipe flow 12.341(CFS) Normal flow depth in pipe = 11.13(In.) Flow top width inside pipe = 17.49(In.) Critical Depth = 15.93(In.) Pipe flow velocity = 10.76(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 4.88 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2000.000 to Point/Station 2014.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.040(Ac.) Runoff from this stream 12.341(CFS) Time of concentration = 4.88 min. Rainfall intensity = 7.377(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2015.000 to Point/Station 2015.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 A 0.000 B 0.000 C 0.000 D 1. 000 Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 5.00 min. Rain intensity = 7.38(In/Hr) Total area = 0.170(Ac.) Total runoff = 1.030(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2015.000 to Point/Station 2016.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 316.300(Ft.) Downstream point/station elevation 315.650(Ft.) pipe length 65.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 1.030(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 1.030(CFS) Normal flow depth in. pipe = 4.64(In.) • Flow top width inside pipe 9.00(In.) Critical Depth = 5.59(In.) Pipe flow velocity = 4.48(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 5.24 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2016.000 to Point/Station 2016.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [ COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 5.24 min. Rainfall intensity = 7.156(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.312 Subarea runoff 1.200(CFS) for 0.210(Ac.) Total runoff = 2.230(CFS) Total area = 0.380(Ac.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2016.000 to Point/Station 2017.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 315 .. 650(Ft.) Downstream point/station elevation 314.950(Ft.) Pipe length 70.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 2.230(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 2.230(CFS) Normal flow depth in pipe = 6.21(In.) Flow top width inside pipe = 11.99(In.) Critical Depth = 7.66(In.) Pipe flow velocity = 5.44(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 5.46 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2017.000 to Point/station 2017.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [COMMERCIAL area type • (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 • • • Time of concentration = 5.46 min . Rainfall intensity = 6.973(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.951 Subarea runoff 4.403(CFS) for 0.780(Ac.) Total runoff = 6.633(CFS) Total area = 1.160(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2017.000 to Point/Station 2017.500 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 314.950(Ft.) Downstream point/station elevation 314.330(Ft.) Pipe length 62.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 6.633(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 6.633(CFS) Normal flow depth in pipe = 10.80(In.) Flow top width inside pipe = 13.47(In.) Critical Depth = 12.43(In.) Pipe flow velocity = 7.01(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 5.60 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 2017.500 to Point/Station 2017.500 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 A B C D 0.000 0.000 0.000 1.000 Time of concentration = 5.60 min. Rainfall intensity = 6.854(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 1.189 Subarea runoff 1.517(CFS) for 0.290(Ac.) Total runoff = 8.150(CFS) Total area = 1.450(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2017.500 to Point/Station 2014.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 314.330(Ft.) Downstream point/station elevation 313.850(Ft.) pipe length 48.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 8.150(CFS) Nearest computed pipe diameter 18.00(In.) Calculated individual pipe flow 8.150(CFS) Normal flow depth in pipe = 10.64(In.) • • • Flow top width inside pipe 17.70(In.) Critical Depth = 13.26(In.) Pipe flow velocity 7.50(Ft/S) Travel time through pipe = 0.11 min. Time of concentration (TC) = 5.71 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2015.000 to Point/Station 2014.009 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.450(Ac.) Runoff from this stream 8.150(CFS) Time of concentration = Rainfall intensity = Program is now starting 5.71 min. 6.771(In/Hr) with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2018.000 to Point/Station 2018.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 A 0.000 B 0.000 C 0.000 D 1.000 Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 5.00 min. Rain intensity = 7.38(In/Hr) Total area = 0.140(Ac.) Total runoff = 0.850(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2018.000 to Point/Station 2019.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 319.350(Ft.) Downstream point/station elevation 317.650(Ft.) pipe length 85.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 0.850(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 0.850(CFS) Normal flow depth in pipe = 4.48(In.) Flow top width inside pipe = 5.22(In.) Critical Depth = 5.44(In.) pipe flow velocity = 5.41(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 5.26 min . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • • • Process from Point/Station 2019.000 to Point/Station **** SUBAREA FLOW ADDITION **** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 A B C D 0.000 0.000 0.000 1.000 Time of concentration = 5.26 min. 2019.000 Rainfall intensity = 7.138(In/Hr) for a '100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.402 Subarea runoff 2.018(CFS) for 0.350(Ac:) Total runoff = 2.868(CFS) Total area = 0.490(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2019.000 to Point/Station 2020. 0-00 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 317.650(Ft.) Downstream point/station elevation 316.350(Ft.) Pipe length 65.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 2.868(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 2.868(CFS) Normal flow depth in pipe = 5.87(In.) Flow top width inside pipe = 12.00(In.) Critical Depth = 8.71(In.) Pipe flow velocity = 7.51(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 5.41 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2020.000 to Point/Station 2020.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 5.41 min. Rainfall intensity = 7.015(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.541 Subarea runoff 0.928(CFS) for 0.170(Ac.) Total runoff = 3.796(CFS) Total area = 0.660(Ac.) • • • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2020.000 to Point/Station 2021.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 316.350(Ft.} Downstream point/station elevation 314.850(Ft.) Pipe length 75.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 3.796(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 3.796(CFS) Normal flow depth in pipe = 6.96(In.) Flow top width inside pipe = 11.85(In.) Critical Depth = 9.95(In.) Pipe flow velocity = 8.04(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 5.56 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2021.000 to Point/Station 2021.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [COMMERCIAL area twe (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 5.56 min. Rainfall intensity = 6.888(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.648 Subarea runoff 0.665(CFS) for 0.130(Ac.) Total runoff = 4.462(CFS) Total area = 0.790(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2021.000 to Point/Station 2014.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 314.850(Ft.) Downstream point/station elevation 313.850(Ft.) pipe length 50.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 4.462(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 4.462(CFS) Normal flow depth in pipe = 7.75(In.) Flow top width inside pipe = 11.48(In.) Critical Depth = 10.60(In.) pipe flow velocity = 8.32(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 5.66 min . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++~+++++++++++++ • • • Process from Point/Station 2018.000 to Point/station **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.790(Ac.) Runoff from this stream 4.462(CFS) Time of concentration = Rainfall intensity = Summary of stream data: S.66 min. 6.809(In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 12.341 4.88 7.377 2 8.1S0 S.71 6.771 3 4.462 S.66 6.809 Qmax (1) 1.000 * 1.000 * 12.341) + 1.000 * 0.8S4 * 8.1S0) + 1.000 * 0.862 * 4.462) + 23.1S0 Qmax(2) 0.918 * l. 000 * 12.341) + 1.000 * 1.000 * 8.1S0) + 0.99S * 1.000 * 4.462) + 23.914 Qmax (3) 0.923 * 1.000 * 12.341) + 1.000 * 0.991 * 8.150) + 1.000 * 1.000 * 4.462) + 23.932 Total of 3 main streams to confluence: Flow rates before confluence point: 12.341 8.1S0 4.462 Maximum flow rates at confluence using above data: 23.150 23.914 23.932 Area of streams before confluence: 2.040 1.4S0 0.790 Results of confluence: Total flow rate = 23.932(CFS) Time of concentration 5.662 min. Effective stream area after confluence 4.280(Ac.) 2014.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2014.000 to Point/Station 2022.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 313.850(Ft.) Downstream point/station elevation 312.1S0(Ft.) Pipe length 85.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 23.932(CFS) Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow 23.932(CFS) Normal flow depth in pipe = 15.63(In.) • • • Flow top width inside pipe 18.32(In.) Critical depth could not be calculated. pipe flow veloc~ty = 12.47(Ft/s) Travel time through pipe 0.11 min. Time of concentration (TC) 5.78 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2022.000 to Point/Station 2022.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 4.280(Ac.) Runoff from this stream 23.932(CFS) Time of concentration Rainfall intensity = 5.78 min. 6.722(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2023.000 to Point/Station 2023.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity (I) = 7.377(In/Hr) for a 100.Q year storm User specified values are as follows: TC = 5.00 min. Rain intensity = 7.38(In/H~) Total area = 0.210(Ac.) Total runoff = 1.270 (CFE3) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2023.000 to Point/Station 2024.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 320.300(Ft.) Downstream point/station elevation 317.600(Ft.) pipe length 90.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 1.270(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 1.270(CFS) Normal' flow depth in pipe = 3 .82 (In. ) Flow top width inside pipe = 8.90(In.) Critical Depth = 6.22(In.) pipe flow velocity = 7.12(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 5.21 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2024.000 to Point/Station 2024.000 **** SUBAREA FLOW ADDITION **** • • • Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 5.21 min. Rainfall intensity = 7.183(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.353 Subarea runoff 1.263(CFS) for 0.220(Ac.) Total runoff = 2.533(CFS) Total area = 0.430(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2024.000 to Point/Station 2025.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 317.600(Ft.) Downstream point/station elevation 315 .. 650 (Ft.) Pipe length 65.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 2.533(GFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 2.533(CFS) Normal flow depth in pipe = 5.80(In.) Flow top width inside pipe = 8.62(In.) Critical Depth = 8.34(In.) Pipe flow velocity = 8.41(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) 5.34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2025.000 to P~int/Station 2025.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 A B C D 0.000 0.000 0.000 1.000 Time of concentration = 5.34 min. Rainfall intensity = 7.071(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.558 Subarea runoff 1.410(CFS) for 0.250(Ac.) Total runoff = 3.943(CFS) Total area = 0.680(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2025.000 to Point/Station 2026.000 • • • **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 315.650(Ft.) Downstream point/station elevation 313.700(Ft.) Pipe length 65.00(Ft.) Manning's N = 0.011 N9. of pipes = 1 Required pipe flow 3.943(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 3.943(CFS) Normal flow depth in pipe = 6.29(In.) Flow top width inside pipe = 11.99(In.) Critical Depth = 10.11(In.) Pipe flow velocity = 9.47(Ft/S) Travel time through pipe = 0.11 min. Time of concentration (TC) = 5.45 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2026.000 to Point/Station 2·0.26.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 5.45 min. Rainfall intensity = 6.975(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.746 Subarea runoff 1.262(CFS) for 0.230(Ac.) Total runoff = 5.205(CFS) Total area = 0.910(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2026.000 to Point/Station 2027.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 313.700(Ft.) Downstream point/station elevation 312.350(Ft.) Pipe length 45.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 5.205(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 5.205(CFS) Normal flow depth in pipe = 7.49(In.) Flow top width inside pipe = 11.62(In.) Critical Depth = 11.12(In.) pipe flow velocity = 10.09(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 5.53 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2027.000 to Point/Station 2027.·000 **** SUBAREA FLOW ADDITION **** • • • Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 5.S3 min. Rainfall intensity = 6.914(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.959 Subarea ru~off 1.429(CFS) for 0.260(Ac.) Total runoff = 6.634(CFS) Total area = 1.170(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2027.000 to Point/Station 2022.000 ~*** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 312.3S0(Ft.) Downstream point/station elevation 312.1S0(Ft.) Pipe length 7.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 6.634(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 6.634(CFS) Normal flow depth in pipe = 9.18(In.) Flow top width inside pipe = 10.18(In.) Critical depth could not be calculated. pipe flow velocity = 10.30(Ft/s) Travel time through pipe 0.01 min. Time of concentration (TC) = 5.S4 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2023.000 to Point/Station 2022.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.170(AC.) Runoff from this stream 6.634(CFS) Time of concentration = Rainfall intensity = Summary of stream data: 5.54 min. 6. 90S (In/Hr) Stream No. Flow rate (CFS) TC (min) 1 23.932 5.78 2 6.634 S.S4 Qmax(l) 1.000 * 1.000 * 23.932) 0.973 * 1. 000 * 6.634) Qmax(2) 1. 000 * 0.959 * 23.932) Rainfall Intensity (In/Hr) 6.722 6.905 + + 30.390 + • • • 1. 000 * 1. 000 * 6.634) + 29.589 Total of 2 streams to confluence: Flow rates before confluence point: 23.932 6.634 Maximum flow rates at confluence using above data: 30.390 29.589 Area of streams before confluence: 4.280 1.170 Results of confluence: Total flow rate = 30.390(CFS) Time of concentration 5.775 min. Effective stream area after confluence 5.450 (Ac. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2022.000 to Point/Station 2028.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 312.150(Ft.) Downstream point/station elevation 311.450(Ft.) Pipe length 35.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 30.390(CFS) Nearest computed pipe diameter 24.00(In.) Calculated individual pipe flow 30.390(CFS) Normal flow depth in pipe = 16.29(In.) Flow top width inside pipe = 22.41(In.) Critical Depth = 22.41(In.) Pipe flow velocity = 13.38(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 5.82 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2028.000 to Point/Station 2028.~00 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 5.82 min. Rainfall intensity = 6.690(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 5.273 Subarea runoff 4.882(CFS) for 0.980(Ac.) Total runoff = 35.272(CFS) Total area = 6.430(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2028.000 to Point/Station 2029.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** • • • Upstream point/station elevation = 311.450(Ft.) Downstream point/station elevation 289.000(Ft.) Pipe length 70.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 35.272(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 35.272(CFS) Normal flow depth in pipe = 10.29(In.) Flow top width inside pipe = 13.92(In.) Critical depth could not be calculated. Pipe flow velocity = 39.27(Ft/s) Travel time through pipe 0.03 min. Time of concentration (TC) = 5.85 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2001.000 to Point/Station 2029.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.430(Ac.) Runoff from this stream 35.272(CFS) Time of concentration = 5.85 min. Rainfall intensity = 6.668(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2030.000 to Point/Station 2030.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [COMMERCIAL area twe (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 A 0.000 B 0.000 C 0.000 D 1.000 Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 5.00 min. Rain intensity = 7.38(In/Hr) Total area = 0.300(Ac.) Total runoff = 1.810(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2030.000 to Point/Station 2031.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 332.000(Ft.) Downstream point/station elevation 330.600(Ft.) pipe length 70.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 1.810(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 1.810(CFS) Normal flow depth in pipe = 5.31(In.) Flow top width inside pipe = 8.85{In.) • • • Critical Depth = Pipe flow velocity 7.39 (In. ) 6.67(Ft/s) Travel time through pipe = Time of concentration (TC) = 0.17 min. 5.17 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2031.000 to Point/Station 2031.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 A B C D 0.000 0.000 0.000 1.000 Time of concentration = 5.17 min. Rainfall intensity = 7.216(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.795 Subarea runoff 3.929(CFS) for 0.670(Ac.) Total runoff = 5.739(CFS) Total area = 0.970(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2031.000 to Point/Station 2032.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 330.600(Ft.) Downstream point/station elevation 329.200(Ft.) pipe length 70.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 5.739(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 5.739(CFS) Normal flow depth in pipe = 9.47(In.) Flow top width inside pipe = 9.79(In.) critical Depth = 11.37(In.) pipe flow velocity = 8.64(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 5.31 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2032.000 to Point/Station 2032.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 5.31 min. • • • Rainfall intensity = 7.097(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 1.615 Subarea runoff 5.725(CFS) for 1.000(Ac.) Total runoff = 11.464(CFS) Total area.= 1.970(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2032.000 to Point/Station 2033.006 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 329.200(Ft.) Downstream point/station elevation 32S.000(Ft.) Pipe length 60.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 11.464(CFS) Nearest computed pipe diameter lS.00(In.) Calculated individual pipe flow 11.464(CFS) Normal flow depth in pipe = 10.61(In.) Flow top width inside pipe = 17.71(In.) Critical Depth = 15.50(In.) Pipe flow velocity = 10.59(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 5.40 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2033.000 to Point/Station 2033.000 **.** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.S50 Sub-Area C Value = 0.S20 Time of concentration = 5.40 min. Rainfall intensity = 7.016(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 1.771 Subarea runoff 0.964(CFS) for 0.190(Ac.) Total runoff = 12.427(CFS) Total area = 2.160(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2033.000 to Point/Station 2034.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 328.000(Ft.) Downstream point/station elevation 326.900(Ft.) pipe length 55.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 12.427(CFS) Nearest computed pipe diameter 18.00(In.) Calculated individual pipe flow 12.427(CFS) Normal flow depth in pipe = 11.lS(In.) Flow top width inside pipe = 17.46(In.) • • • Critical Depth = 15.96(In.) pipe flow velocity 10.77(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 5.49 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2034.000 to Point/Station 2034.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [COMMERCIAL area twe (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 5.49 min. Rainfall intensity = 6.946(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 2.304 Subarea runoff 3.578(CFS) for 0.650(Ac.) Total runoff = 16.005(CFS) Total area = 2.810(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2034.000 to Point/Station 2035.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 326.900(Ft.) Downstream point/station elevation 326.500(Ft.) Pipe length 20.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 16.005(CFS) Nearest computed pipe diameter 18.00(In.) Calculated individual pipe flow 16.005(CFS) Normal flow depth in pipe = 13.50(In.) Flow top width inside pipe = 15.59(In.) Critical Depth = 17.09(In.) pipe flow velocity = 11.26(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 5.52 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2030.000 to Point/Station 2035.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.810(Ac.) Runoff from this stream 16.005(CFS) Time of concentration Rainfall intensity = 5.52 min. 6.922(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2036.000 to Point/Station 2036.000 • • • **** USER DEFINED FLOW INFORMATION AT Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.S50 Sub-Area C Value = 0.S20 A POINT **** Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 5.00 min. Rain intensity = 7.38(In/Hr) Total area = 0.190(Ac.) Total runoff = 1.150(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2036.000 to Point/Station 2037.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 32S.700(Ft.) Downstream point/station elevation 327.100(Ft.) pipe length SO.OO(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 1.150(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 1.150(CFS) Normal flow depth in pipe = 4.05(In.) Flow top width inside pipe = S.95(In.) Critical Depth = 5.91(In.) pipe flow velocity = 5.97(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 5.22 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2037.000 to Point/Station 2037.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.S50 Sub-Area C Value = 0.S20 Time of concentration = 5.22 min. Rainfall intensity = 7.172(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.S20 CA = 0.50S Subarea runoff 2.496(CFS) for 0.430(Ac.) Total runoff = 3.646(CFS) Total area = 0.620(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2037.000 to Point/Station 2035.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** • • • Upstream point/station elevation = 327.100(Ft.) Downstream point/station elevation 326.500(Ft.) Pipe length 30.00(Ft.) Manning's N = o.oli No. of pipes = 1 Required pipe flow 3.646(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 3.646(CFS) Normal flow depth in pipe = 6.79(In.) Flow top width inside pipe = 11.90(In.) Critical Depth = 9.78(In.) Pipe flow velocity = 7.96(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 5.29 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 2036.000 to Point/Station 2035.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.620(Ac.) Runoff from this stream 3.646(CFS) Time of concentration = Rainfall intensity = Summary of stream data: 5.29 min. 7.117(In/Hr) Stream No . Flow rate (CFS) TC (min) 1 16.005 5.52 2 3.646 5.29 Qmax(l) 1.000 * 1.000 * 16.005) 0.973 * 1.000 * 3.646) Qmax(2) 1.000 * 0.958 * 16.005) 1.000 * 1.000 * 3.646) Total of 2 streams to confluence: Flow rates before confluence point: 16.005 3.646 Rainfall Intensity (In/Hr) 6.922 7.117 + + 19.551 + + 18.976 Maximum flow rates at confluence using above data: 19.551 18.976 Area of streams before confluence: 2.810 0.620 Results of confluence: Total flow rate = 19.551(CFS) Time of concentration 5.519 min. Effective stream area after confluence 3.430(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2035.000 to Point/Station 2038.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 326.500(Ft.) • • • Downstream point/station elevation = 323.600(.Ft.) Pipe length 145.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 19.551(CFS) Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow 19.551(CFS) Normal flow depth in pipe = 13.43(In.) Flow top width inside pipe = 20.17(In.) Critical Depth = 19.05(In.) Pipe flow velocity = 12.05(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 5.72 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2030.000 to Point/Station 2038.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.430(Ac.) Runoff from this stream 19.551(CFS) Time of concentration Rainfall intensity = 5.72 min. 6.764(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 2039.000 to Point/Station 2039.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soi.l group C 0.000 Decimal fraction soil group D 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 5.00 min. Rain intensity = 7.38(In/Hr) Total area = 0.330(Ac.) Total runoff = 2.000(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ . Process from Point/Station 2039.000 to Point/Station 203a.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 326.900(Ft.) Downstream point/station elevation 323.600(Ft.) Pipe length 165.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 2.000(CFS) Nearest computed pipe diameter 9.00 (I'n.) Calculated individual pipe flow 2.000(CFS) Normal flow depth in pipe = 5.67(In.) Flow top width inside pipe = 8.69(In.) Critical Depth = 7.71(In.) pipe flow velocity = 6.82(Ft/s) Travel time through pipe = 0.40 min. • • • Time of concentration (TC) 5.40 min . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 2038.000 to Point/Station 20.38.600' **** SUBAREA FLOW ADDITION **** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 A B C D 0.000 0.000 0.000 1.000 Time of concentration = 5.40 min. Rainfall intensity = 7.017(In/Hrl for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.640 Subarea runoff 2.488(CFS) for 0.450(Ac.) Total runoff = 4.488(CFS) Total area = 0.780(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2039.000 to Point/Station 2038.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.780(Ac.) Runoff from this stream 4.488(CFS) Time of concentration = Rainfall intensity = Summary of stream data: 5.40 min. 7.017 (In/Hr) Stream No. Flow rate (CFS) TC (min) 1 19.551 5.72 2 4.488 5.40 Qmax(l) 1.000 * 1.000 * 19.551) 0.964 * 1.000 * 4.488) Qmax(2) 1.000 * 0.945 * 19.551) 1.000 * 1.000 * 4.488) Total of 2 streams to confluence: Flow rates before confluence point: 19.551 4.488 Rainfall Intensity (In/Hr) 6.764 7.017 + + 23.878 + + 22.958 Maximum flow rates at confluence using above data: 23.878 22.958 Area of streams before confluence: 3.430 0.780 Results of confluence: Total flow rate = 23.878(CFS) Time of concentration = 5.720 min. • • • Effective stream area after confluence 4.210(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2038.000 to point/Station 2040.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 323.600(Ft.) Downstream point/station elevation 322.500(Ft.) Pipe length 55.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 23.878(CFS) Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow 23.878(CFS) Normal flow depth in pipe = 15.61(In.) Flow top width inside pipe = 18.35(In.) Critical depth could not be calculated. Pipe flow velocity = 12.46(Ft/s) Travel time through pipe 0.07 min. Time of concentration (TC) = 5.79 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2040.000 to Point/Station 2041.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 322.500(Ft.) Downstream point/station elevation 320.200(Ft.) Pipe length 115.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 23.878(CFS) Nearest computed pipe diameter 21.00 (In. ') Calculated individual pipe flow 23.878(CFS) Normal flow depth in pipe = 15.61(In.) Flow top width inside pipe = 18.35(In.) Critical depth could not be calculated. Pipe flow velocity = 12.46(Ft/s) Travel time through pipe 0.15 min. Time of concentration (TC) = 5.95 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2041.000 to Point/Station 2041.. 000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 A B C D 0.000 0.000 0.000 1.000 Time of concentration = 5.95 min. Rainfall intensity = 6.596(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 4.658 Subarea runoff 6.846 (CFS) for 1.4-70 (Ac.) Total runoff = 30.724(CFS) Total area = 5.680(Ac.) • • • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 2041.000 to Point/Station 2042.000 **** PIPEFLOW TRAVEL TIME (program estimated size) **** Upstream point/station elevation = 320.200(Ft.) Downstream point/station elevation 318.800(Ft.) Pipe length 90.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 30.724(CFS) Nearest computed pipe diameter 24.00(In.) Calculated individual pipe flow 30.724(CFS) Normal flow depth in pipe = 18.16(In.) Flow top width inside pipe = 20.59(In.) Critical Depth = 22.48(In.) Pipe flow velocity = 12.04(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 6.07 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2030.000 to Point/Station 2042.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 5.680(Ac.) Runoff from this stream 30.724(CFS) Time of concentration Rainfall intensity = 6.07 min. 6.509(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.++++ Process from Point/Station 2044.000 to Point/Station 2044.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 5.00 min. Rain intensity = 7.38(In/Hr) Total area = 0.270 (Ac.) Total runoff = 1.640 (CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2044.000 to Point/Station 2045.000 **** PIPEFLOW TRAVEL TIME (program estimated size) **** Upstream point/station elevation = 324.800(Ft.) Downstream point/station elevation 323.800(Ft.) Pipe length 50.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 1.640(CFS) • • • Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 1.640(CFS) Normal flow depth in pipe = 4.99(In.) Flow top width inside pipe = 8.95(In.) Critical Depth = 7.07(In.) Pipe flow velocity = 6.52(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 5.13 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2045.000 to Point/Station 2045.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 A B C D 0.000 0.000 0.000 1.000 Time of concentration = 5.13 min. Rainfall intensity = 7.258(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.771 Subarea runoff 3.955(CFS) for 0.670(Ac.) Total runoff = 5.595(CFS) Total area = 0.940(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2045.000 to Point/Station 2046.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 323.800(Ft.) Downstream point/station elevation 323.000(Ft.) Pipe length 40.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 5.595(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 5.595(CFS) Normal flow depth in pipe = 9.23(In.) Flow top width inside pipe = 10.11(In.) Critical Depth = 11.31(In.) Pipe flow velocity = 8.62(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 5.21 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2046.000 to Point/Station 2047.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 323.000(Ft.) Downstream point/station elevation 321.800(Ft.) Pipe length 60.00(Ft.) Manning'S N = 0.011 No. of pipes = 1 Required pipe flow 5.595(CFS) Nearest computed pipe diameter 12.00(In.) • • • Calculated individual pipe flow 5.595(CFS) Normal flow depth in pipe = 9.23(In.) Flow top width inside pipe = 10.11(In.) Critical Depth = 11.31(In.) Pipe flow velocity = 8.62(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 5.32 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 2047.000 to Point/Station 2047.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 A B C D 0.000 0.000 0.000 1.000 Time of concentration = 5.32 min. Rainfall intensity = 7.087(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.927 Subarea runoff 0.972(CFS) for 0.190(AC.) Total runoff = 6.567(CFS) Total area = 1.130(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2047.000 to Point/Station 2048.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 321.800(Ft.) Downstream point/station elevation 320.300(Ft.) Pipe length 75.00(Ft.) Manning1s N = 0.011 No. of pipes = 1 Required pipe flow 6.567(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 6.567(CFS) Normal flow depth in pipe = 8.45(In.) Flow top width inside pipe = 14.88(In.) Critical Depth = 12.39(In.) Pipe flow velocity = 9.23(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) 5.46 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2048.000 to Point/Station 2048.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [COMMERCIAL area type (General Commercial • • • Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 5.46 min. Rainfall intensity = 6.973(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 1.287 Subarea runoff 2.410(CFS) for 0.440(Ac.) Total runoff = 8.977(CFS) Total area = 1.570(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2048.000 to Point/Station 2048.500 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 320.300(Ft.) Downstream point/station elevation 319.000(Ft.) Pipe length 65.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 8.977(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 8.977(CFS) Normal flow depth in pipe = 10.44(In.) Flow top width inside pipe = 13.80(In.) Criti.cal Depth = 13.86 (In.) Pipe flow velocity = 9.84(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 5.57 min . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++~+++++++++++++ Process from Point/Station 2048.500 to Point/Station 2048.500 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 5.57 min. Rainfall intensity = 6.884(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 1.763 Subarea runoff Total runoff = 3.159(CFS) for 0.580(Ac.) 12.136(CFS) Total area = 2.150(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2048.500 to Point/Station 2042.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** upstream point/station elevation = 319.000(Ft.) Downstream point/station elevation 318.800(Ft.) pipe length 10.00(ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 12.136(CFS) Nearest computed pipe diameter 18.00(In.) • • • flow 12.136(CFS) Calculated individual pipe Normal flow depth in pipe = Flow top width inside pipe = Critical Depth = 15.83(In.) 11.00(In.) 17.55(In.) Pipe flow velocity = 10.72(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 5.58 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 2044.000 to Point/Station 2042.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.150(Ac.) Runoff from this stream 12.136(CFS) Time of concentration = Rainfall intensity = Summary of stream data: 5.58 min. 6.871(In/Hr) stream No. Flow rate (CFS) TC (min) 1 30.724 6.07 2 12.136 5.58 Qmax(l) 1.000 * 1.000 * 30.724) 0.947 * 1.000 * 12.136) Qmax(2) 1.000 * 0.919 * 30.724) 1.000 * 1.000 * 12.136) Total of 2 streams to confluence: Flow rates before confluence point: 30.724 12.136 Rainfall Intensity (In/Hr) 6.509 6.871 T + 42.219 + + 40.384 Maximum flow rates at confluence using above data: 42.219 40.384 Area of streams before confluence: 5.680 2.150 Results of confluence: Total flow rate = 42.219(CFS) Time of concentration 6.072 min. Effective stream area after confluence 7.830(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2042.000 to Point/station 2043.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 318.800(Ft.) Downstream point/station elevation 318.200(Ft.) pipe length 30.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 42.219(CFS) Nearest computed pipe diameter 27.00(In.) Calculated individual pipe flow 42.219(CFS) Normal flow depth in pipe = 18.54(In.) • • • Flow top width inside pipe 25.05(In.) Critical Depth = 25.42(In.) Pipe flow velocity = 14.51(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) 6.11 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 2043.000 to Point/Station 2043.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 A B C D 0.000 0.000 0.000 1.000 Time of concentration = 6.11 min. Rainfall intensity = 6.485(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 6.749 Subarea runoff 1.546(CFS) for 0.400(Ac.) Total runoff = 43.766(CFS) Total area =8.230(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2043.000 to Point/Station 2049.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 318.200(Ft.) Downstream point/station elevation 305.000(Ft.) pipe length 245.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 43.766(CFS) Nearest computed pipe diameter 24.00(In.) Calculated individual pipe flow 43.766(CFS) Normal flow depth in pipe = 14.87(In.) Flow top width inside pipe = 23.30(In.) Critical depth could not be calculated. Pipe flow velocity = 21.41(Ft/s) Travel time through pipe 0.19 min. Time of concentration (TC) = 6.30 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 2030.000 to Point/Station 2049.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 8.230(Ac.) Runoff from this stream 43.766(CFS) Time of concentration 6.30 min. Rainfall intensity = 6.358(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • • • Process from Point/Station 2050.000 to Point/Station **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [COMMERCIAL area twe (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 A 0.000 B 0.000 C 0.000 D 1.000 2050.000 Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 5.00 min. Rain intensity = 7.38(In/Hr) Total area = 0.050(Ac.) Total runoff = 0.300(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2050.000 to Point/Station 2051.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 324.000(Ft.) Downstream point/station elevation 322.300(Ft.) Pipe length 85.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 0.300(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 0.300(CFS) Normal flow depth in pipe = 2.34(In.) Flow top width inside pipe = 5.85(In.) Critical Depth = 3.32(In.) Pipe flow velocity = 4.25(Ft/s) Travel time through pipe = 0.33 min. Time of concentration (TC) = 5.33 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2051.000 to Point/Station 2052.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 322.300(Ft.) Downstream point/station elevation 317.400(Ft.) Pipe length 245.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 0.300(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 0.300(CFS) Normal flow depth in pipe = 2.34(In.) Flow top width inside pipe = 5.85(In.) Critical Depth = 3.32(In.) Pipe flow velocity = 4.25(Ft/s) Travel time through pipe = 0.96 min. Time of concentration (TC) = 6.29 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2052.000 to Point/Station 2~53.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** • Upstream point/station elevation = 317.400(Ft.) Downstream point/station elevation 314.900(Ft.) Pipe length 125.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 0.300(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 0.300(CFS) Normal flow depth in pipe = 2.34(In.) Flow top width inside pipe = 5.85(In.) Critical Depth = 3.32(In.) Pipe flow velocity = 4.25(Ft/S) Travel time through pipe = 0.49 min. Time of concentration (TC) = 6.78 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2053.000 to Point/Station 2054.000 **** PIPEFLOW TRAVEL TIME (program estimated size) **** Upstream point/station elevation = 314.900(Ft.) Downstream point/station elevation 312.800(Ft.) Pipe length 105.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 0.300(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 0.300(CFS) Normal flow depth in pipe = 2.34(In.) Flow top width inside pipe = 5.85(In.) Critical Depth = 3.32(In.) • Pipe flow velocity = 4.25(Ft/s) Travel time through pipe = 0.41 min. Time of concentration (TC) = 7.19 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2054.000 to Point/Station 2054.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [COMMERCIAL area twe (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 7.19 min. Rainfall intensity = 5.834(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 2.829 Subarea runoff 16.204(CFS) for 3.400(Ac.) Total runoff = 16.504(CFS) Total area = 3.450(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2054.000 to Point/Station 2055.000 • **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 312.800(Ft.) • • • Downstream point/station elevation = 310.900(Ft.) Pipe length 95.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 16.504(CFS) Nearest computed pipe diameter 18.00(In.) Calculated individual pipe flow 16.504(CFS) Normal flow depth in pipe = 13.88(In.) Flow top width inside pipe = 15.13(In.) Critical depth could not be calculated. Pipe flow velocity = 11.30(Ft/s) Travel time through pipe 0.14 min. Time of concentration (TC) = 7.34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 2055.000 to Point/Station 2056.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 310.900(Ft.) Downstream point/station elevation 307.400(Ft.) Pipe length 175.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 16.504(CFS) Nearest computed pipe diameter 18.00(In.) Calculated individual pipe flow 16.504(CFS) Normal flow depth in pipe = 13.88(In.) Flow top width inside pipe = 15.13(In.) Critical depth could not be calculated. Pipe flow velocity = 11.30(Ft/s) Travel time through pipe 0.26 min . Time of concentration (TC) = 7.59 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2056.000 to Point/Station 2057.000 . **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 307.400(Ft.) Downstream point/station elevation 306.000(Ft.) Pipe length 70.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 16.504(CFS) Nearest computed pipe diameter 18.00(In.) Calculated individual pipe flow 16.504(CFS) Normal flow depth in pipe = 13.88(In.) Flow top width inside pipe = 15.13(In.) Critical depth could not be calculated. Pipe flow velocity = 11.30(Ft/s) Travel time through pipe 0.10 min. Time of concentration (TC) = 7.70 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2057.000 to Point/Station 2057.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 • • • [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 7.70 min. Rainfall intensity = 5.586(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 2.993 Subarea runoff 0.214(CFS) for 0.200(Ac.) Total runoff = 16.718(CFS) Total area = 3.650(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2057.000 to point/Station 2057.500 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 306.000(Ft.) Downstream point/station elevation 305.700(Ft.) Pipe length 15.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 16.718(CFS) Nearest computed pipe diameter 18.00(In.) Calculated individual pipe flow 16.718(CFS) Normal flow depth in pipe = 14.04(In.) Flow top width inside pipe = 14.91(In.) Critical depth could not be calculated. Pipe flow velocity = 11.31(Ft/s) Trayel time through pipe 0.02 min. Time of concentration (TC) = 7.72 min . ++++++++++++++++++++++++++++++++++++++++++++++++~+++++++++++++++++++++ Process from Point/Station 2057.500 to Point/Station 2057.500 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 A B C D 0.000 0.000 0.000 1.000 Time of concentration = 7.72 min. Rainfall intensity = 5.575(In/Hr) for a 100.0 year s,torm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 3.788 Subarea runoff 4.404(CFS) for 0.970(Ac.) Total runoff = 21.121(CFS) Total area = 4.620(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2057.500 to Point/Station Z049.000 **** PIPEFLOW TRAVEL TIME (program estimated size) **** Upstream point/station elevation = 305.700(Ft.) Downstream point/station elevation 305.000(Ft.) Pipe length 35.00(Ft.} Manning'sN = 0.011 • • • No. of pipes = 1 Required pipe flow 21.121(CFS) "Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow 21.121(CFS) Normal flow depth in pipe = 14.18(In.) Flow top width inside pipe = 19.67(In.) Critical Depth = 19.47(In.) Pipe flow velocity = 12.23(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 7.77 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2050.000 to Point/Station 2049.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 4.620(Ac.) Runoff from this stream 21.121(CFS) Time of concentration = Rainfall intensity = Summary of stream data: 7.77 min. 5.553(In/Hr) Stream No. Flow rate (CFS) TC (min) 1 43.766 6.30 2 21.121 7.77 Qmax(l) 1.000 * 1.000 * 43.766) 1.000 * 0.811 * 21.121) Qmax(2) 0.873 * 1.000 * 43.766) 1.000 * 1.000 * 21.121) Total of 2 streams to confluence: Flow rates before confluence point: 43.766 21.121 Rainfall Intensity (In/Hr) 6.358 5.553 + + 60.890 + + 59.348 Maximum flow rates at confluence using above data: 60.890 59.348 Area of streams before confluence: 8.230 4.620 Results of confluence: Total flow rate = 60.890(CFS) Time of concentration 6.297 min. Effective stream area after confluence 12.850(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2049.000 to Point/Station 2029.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 305.000(Ft.} Downstream point/station elevation 289.000(Ft.} Pipe length 90.00(Ft.} Manning's N = 0.011 No. of pipes = 1 Required pipe flow 60.890(CFS) Nearest computed pipe diameter 21.00(In.} • • • Calculated individual pipe flow 60.890(CFS) Normal flow depth in pipe = 13.83(In.) Flow top width inside pipe = 19.92(In.) Critical depth could not be calculated. Pipe flow velocity = 36.21(Ft/s) Travel time through pipe 0.04 min. Time of concentration (TC) = 6.34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2030.000 to Point/Station 2029.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 12.850(Ac.) Runoff from this stream 60.890(CFS) Time of concentration = Rainfall intensity = Summary of stream data: 6.34 min. 6.331(In/Hr) Stream No. Flow rate (CFS) TC (min) 1 35.272 5.85 2 60.890 6.34 Qmax(l) 1.000 * 1.000 * 35.272) 1.000 * 0.923 * 60.890) Qmax(2) 0.949 * 1.000 * 35.272) 1.000 * 1.000 * 60.890) Total of 2 main streams to confluence: Flow rates before confluence point: 35.272 60.890 Rainfall Intensity (In/Hr) 6.668 6.331 + + 91.460 + + 94.380 Maximum flow rates at confluence using above data: 91.460 '94.380 Area of streams before confluence: 6.430 12.850 Results of confluence: Total flow rate = 94.380(CFS) Time of concentration 6.338 min. Effective stream area after confluence 19.280(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 2029.000 to Point/Station 2058.000 **** PIPEFLOW TRAVEL TIME (program estimated size) **** Upstream point/station elevation = 289.000(Ft.) Downstream point/station elevation 288.000(Ft.) Pipe length 25,00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 94.380(CFS) • • • Nearest computed pipe diameter 30.00(In.) Calculated individual pipe flow 94.380(CFS) Normal flow depth in pipe = 23.91(In.) Flow top width inside pipe = 24.14(In.) Critical depth could not be calculated. Pipe flow velocity = 22.51(Ft/s) Travel time through pipe 0.02 min. Time of concentration (TC) = 6.36 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2058.000 to Point/Station 2059.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 288.000(Ft.) Downstream point/station elevation 280.000(Ft.) Pipe length 95.00(Ft.) Manning's N = 0.0~1 No. of pipes = 1 Required pipe flow 94.380(CFS) Nearest computed pipe diameter 27.00(In.) Calculated individual pipe flow 94.380(CFS) Normal flow depth in pipe = 19.83(In.) Flow top width inside pipe = 23.85(In.) Critical depth could not be calculated. Pipe flow velocity = 30.18(Ft/s) Travel time through pipe 0.05 min. Time of concentration (TC) = 6.41 min . +++++++++++++++++++++++++++++++++++++++++++++++++++++++++~++++++++++++ Process from Point/Station 2059.000 to Point/Station 2059.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [COMMERCIAL area twe (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 A B C D 0.000 0.000 0.000 1.000 Time of concentration = 6.41 min. Rainfall intensity = 6.286(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 16.892 Subarea runoff 11.796(CFS) for 1.320(Ac.) Total runoff = 106.177(CFS) Total area = 20.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2059.000 to Point/Station 2060.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 280.000(Ft.) Downstream point/station elevation 275.800(Ft.) Pipe length 50.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 106.177(CFS) Nearest computed pipe diameter 27.00(In.)' • • • Calculated individual pipe flow 106.177(CFS) Normal flow depth in pipe = 22.14(In.) Flow top width inside pipe = 20.75(In.) Critical depth could not be calculated. Pipe flow velocity = 30.41(Ft/s) Travel time through pipe 0.03 min. Time of concentration (TC) = 6.44 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 2000.000 to Point/station 2060.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 20.600(Ac.) Runoff from this stream 106.177(CFS) Time of concentration = 6.44 min. Rainfall intensity = 6.268(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 2061.000 to Point/Station 2062.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [~OMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.S20 Initial subarea total flow distance SO.OOO(Ft.) Highest elevation = 336.000(Ft.) Lowest elevation = 335.200(Ft.) Elevation difference O.SOO(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.00 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration 3.90 minutes TC = [l.8*(1.1-C)*distance(Ft.)A.5 )/(% slopeA(1/3)] TC = [l.S*(1.1-0.8200)*( 60.000A.5)/( 1.000A(1/3)]= 3.90 The initial area total distance of 80.00 (Ft.) entered leaves a remaining distance of 20.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.46 minutes for a distance of 20.00 (Ft.) and a slope of 1.00 % with an elevation difference of 0.20(Ft.) from the end of the top area Tt = [ll.9*length(Mi)A3 )/(elevation change(Ft.»]A.385 *60(min/hr) 0.462 Minutes Tt=[(11.9*0.003SA3)/( 0.20)]A.385= 0.46 Total initial area Ti 3.90 minutes from Figure 3-3 formula plus 0.46 minutes from the Figure 3-4 formula = 4.37 minutes Calculated TC of 4.366 minutes is less than 5 minutes, • • • resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 1.028(CFS) Total initial stream area = 0.170(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2062.000 to Point/Station 2063.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = Downstream point elevation Channel length thru subarea Channel base width 335.200(Ft.) 321.000(Ft.) 690.000(Ft.) O.OOO(Ft.) Slope or 'Z' of left channel bank = 10.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.024 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = 4.248(CFS) Depth of flow = 0.463(Ft.), Average velocity Channel flow top width = 5.560(Ft.) Flow Velocity = 3.30(Ft/s) Travel time 3.49 min. Time of concentration = 7.85 min. Critical depth = 0.500(Ft.) Adding area flow to channel Decimal fraction soil group A 0.000 Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 0.000 0.000 1.000 4.248(CFS) 3.298(Ft/s) Rainfall intensity = 5.514(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 1.337 Subarea runoff = Total runoff = Depth of flow = Critical depth = 6.341(CFS) for 1.460(Ac.) 7.370(CFS) Total area 0.570(Ft.), Average velocity = 0.625(Ft.) 1.630(Ac.) 3.785(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2063.000 to Point/Station 2064.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 315.000(Ft.) Downstream point/station elevation 313.800(Ft.) Pipe length 120.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 7.370(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 7.370(CFS) Normal flow depth in pipe = 11.86(In.) Flow top width inside pipe = 12.21(In.) • • • Critical Depth = 12.98(In.) Pipe flow velocity 7.09(Ft/s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 8.13 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2064.000 to Point/Station 2065.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 313.800(Ft.) Downstream·point/station elevation 306.830(Ft.) Pipe length 90.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 7.370(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 7.370(CFS) Normal flow depth in pipe = 6.90(In.) Flow top width inside pipe = 11.86(In.) Critical depth could not be calculated. Pipe flow velocity = 15.77(Ft/s) Travel time through pipe 0.10 min. Time of concentration (TC) = 8.23 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2061.000 to Point/Station 2065.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.630(Ac.) Runoff from this stream 7.370(CFS) Time of concentration Rainfall intensity = 8.23 min. 5.349(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2065.000 to Point/Station 2065.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [COMMERCIAL area twe (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity (I) = 3.350(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 17.00 min. Rain intensity = 3.35(In/Hr) Total area = 10.800(Ac.) Total runoff = 32.500(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2065.000 to Point/Station 2665.000 **** CONFLUENCE OF MINOR STREAMS **** • • • Along Main Stream number: 2 in normal stream number 2 Stream flow area = 10.800(Ac.) Runoff from this stream 32.500(CFS) Time of concentration = Rainfall intensity = Summary of stream data: 17.00 min. 3.350(In/Hr) stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 7.370 8.23 5.349 2 32.500 17.00 3.350 Qmax(l) 1.000 * 1.000 * 7.370) + 1.000 * 0.484 * 32.500) + 23.103 Qmax(2) 0.626 * 1. 000 * 7.370) + 1.000 * 1. 000 * 32.500) + 37.116 Total of 2 streams to confluence: Flow rates before confluence point: 7.370 32.500 Maximum flow rates at confluence using above data: 23.103 37.116 Area of streams before confluence: 1.630 10.800 Results of confluence: Total flow rate = 37.116(CFS) Time of concentration 17.000 min. Effective stream area after confluence 12.430 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 2065.000 to Point/Station 2066.0~0 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 306.830(Ft.) Downst,ream point/station elevation 300.330 (Ft.) pipe length 56.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow' 37.116(CFS) Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow 37.116(CFS) Normal flow depth in pipe = 12.80(In.) Flow top width inside pipe = 20.49(In.) Critical depth could not be calculated. pipe flow velocity = 24.19(Ft/s) Travel time through pipe 0.04 min. Time of concentration (TC) = 17.04 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2066.000 to Point/Station 2~67.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = Downstream point/station elevation 3 00 . 000 (Ft. ) 286.030(Ft.) • • • Pipe length 230.00(Ft.) Manning's N = 0.013 No. of pipes 1 Required pipe flow 37.116(CFS) Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow 37.116(CFS) Normal flow depth in pipe = 16.36(In.) Flow top width inside pipe = 17.43(In.) Critical depth could not be calculated. Pipe flow velocity = 18.48(Ft/s) Travel time through pipe 0.21 min. Time of concentration (TC) = 17.25 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 2067.000 to Point/Station 2067.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 A B C D 0.000 0.000 0.000 1.000 The area added to the existing stream causes a a lower flow rate of Q = 34.868(CFS) ,therefore the upstream flow rate of Q = 37.116(CFS) is being used Time of concentration = 17.25 min . Rainfall intensity = 3.319(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 10.504 Subarea runoff O.OOO(CFS) for 0.380(Ac.) Total runoff = 37.116(CFS) Total area = 12.810(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2067.000 to Point/Station· 2060.000 **** PIPEFLOW TRAVEL TIME (program estimated size) **** Upstream point/station elevation = 286.030(Ft.) Downstream point/station elevation 274.000(Ft.) Pipe length 100.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 37.116(CFS) Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow 37.116(CFS) Normal flow depth in pipe = 12.64(In.) Flow top width inside pipe = 20.56(In.) Critical depth could not be calculated. pipe flow velocity = 24.53(Ft/s) Travel time through pipe 0.07 min. Time of concentration (TC) = 17.31 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2061.000 to Point/Station 2060.000 **** CONFLUENCE OF MAIN STREAMS **** • '. • The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 12.810(AC.) Runoff from this stream 37.116(CFS) Time of concentration = Rainfall intensity = Summary of stream data: 17.31 min. 3.311 (In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 106.177 6.44 6.268 2 37.116 17.31 3.311 Qmax.(l) 1.000 * 1.000 * 106.177) + 1.000 * 0.372 * 37.116) + 119.974 Qmax (2) 0.528 * 1.000 * 106.177) + 1.000 * 1.000 * 37.116) + 93.200 Total of 2 main streams to confluence: Flow rates before confluence point: 106.177 37.116 Maximum flow rates at confluence using above data: 119.974 93.200 Area of streams before confluence: 20.600 12.810 Results of confluence: Total flow rate = 119.974(CFS) Time of concentration 6.436 min. Effective stream area after confluence 33 . 410 (Ac . ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2060.000 to Point/Station 2068.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 274.000(Ft.) Downstream point/station elevation 266.000(Ft.) Pipe length 260.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 119.974(CFS) Nearest computed pipe diameter 39.00(In.) Calculated individual pipe flow 119.974(CFS) Normal flow depth in pipe = 27.09(In.) Flow top width inside pipe = 35.92(In.) Critical depth could not be calculated. pipe flow velocity = 19.52(Ft/s) Travel time through pipe 0.22 min. Time of concentration (TC) = 6.66 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2000.000 to Point/Station 2068.000 **** CONFLUENCE OF MAIN STREAMS **** • • • The following data inside Main Stream is listed: In Main stream number: 1 Stream flow area = 33.410(Ac.) Runoff from this stream 119.974(CFS) Time of concentration = 6.66 min. Rainfall intensity = 6.133 (In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 2069.000 to Point/Station 2070.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance 30.000(Ft.) Highest elevation = 336.000(Ft.) Lowest elevation = 317.000(Ft.) Elevation difference = 19.000(Ft.) Slope = 63.333 % Top of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 30.00 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration 1.62 minutes TC = [1.8*(l.1-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.8200)*( 100.000A.5)/( 30.000A(l/3)]= 1.62 Calculated TC of 1.622 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.060(CFS) Total initial stream area = 0.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2070.000 to Point/Station 2071.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel Depth of flow = 0.435(Ft.), Average velocity = ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 1 2 3 4 'X' coordinate 0.00 0.50 1. 50 2.00 'Y' coordinate 1. 00 0.00 0.00 1. 00 2.359(CFS) 4.454(Ft/s) . • • • Manning's 'N' friction factor = 0.015 Sub-Channel flow 2.359(CFS) flow top width = 1.435(Ft.) velocity= 4.454(Ft/s) area = 0.530(Sq.Ft) Froude number 1.292 Upstream point elevation = Downstream point elevation Flow length = 600.000(Ft.) Travel time 2.25 min. 31 7 . 000 (Ft. ) 310 . 000 (Ft. ) Time of concentration = 3.87 min. Depth of flow = 0.435(Ft.) Average velocity = 4.454(Ft/s) Total irregular channel flow = 2.35-9 (CFS) Irregular channel normal depth above invert elev. - Average velocity of channel(s) 4.454(Ft/s) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 0.000 0.000 0.000 1.000 0.435(Ft.) Rainfall intensity = 7.377(In/Hr) for a 100.0 year -storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.631 Subarea runoff = 4.598(CFS) for 0.760(Ac.) Total runoff = 4.658(CFS) Total area Depth of flow = 0.656(Ft.), Average velocity = 0.770(Ac.) 5.346(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2071.000 to Point/Station 2072.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 291.000(Ft.) Downstream point/station elevation 284.000(Ft.) Pipe length 400.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 4.658(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 4.658(CFS) Normal flow depth in pipe = 8.39(In.) Flow top width inside pipe = 11.01(In.) Critical Depth = 10.76(In.) pipe flow velocity = 7.94(Ft/s) Travel time through pipe = 0.84 min. Time of concentration (TC) = 4.71 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2072.000 to Point/Station 2072.000 **** SUBAREA FLOW ADDITION **** • • • Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 4.71 min. Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.959 Subarea runoff 2.420(CFS) for 0.400(Ac.) total runoff = 7.078(CFS) Total area = 1.170(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2072.000 to Point/Station 2073.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 284.000(Ft.) Downstream point/station elevation = 266.000(Ft.) Pipe length 40.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 7.078(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 7.078(CFS) Normal flow depth in pipe = 4.71(In.) Flow top width inside pipe = 8.99(In.) Critical depth could not be calculated. Pipe flow velocity = 30.26(Ft/s) Travel time through pipe 0.02 min. Time of concentration (TC) = 4.73 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Proces's from Point/Station 2073.000 to Point/Station 2073.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 A B C D 0.000 0.000 0.000 1.000 Time of concentration = 4.73 min. Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 3.127 Subarea runoff 15.988(CFS) for 2.643(Ac.) Total runoff = 23.066(CFS) Total area = 3.813(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2073.000 to Point/Station 2068.000 **** CONFLUENCE OF MAIN STREAMS **** • • • The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.813(Ac.) Runoff from this stream 23.066(CFS) Time of concentration = Rainfall intensity = Summary of stream data: 4.73 min. 7.377 (In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 119.974 6.66 6.133 2 23.066 4.73 7.377 Qmax (1) 1.000 * 1.000 * 119.974) + 0.831 * 1.000 * 23.066) + .= 139.149 Qmax(2) 1.000 * 0.710 * 119.974) + 1. 000 * 1.000 * 23.066) + 108.276 Total of 2 main streams to confluence: Flow rates before confluence point: 119.974 23.066 Maximum flow rates at confluence using above data: 139.149 108.276 Area of streams before confluence: 33.410 3.813 Results of confluence: Total flow rate = 139.149(CFS) Time of concentration = 6.659 min.- Effective stream area after confluence End of computations I total study area = 37.223(Ac.) 37.223 (Ac.) • • • San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual" Rational Hydrology Study Date: 10/16/08 LA COSTA TOWN SQUARE CENTRAL -OFFICE -BASIN 3 G:\ACCTS\001017\TMBSN1.0UT ********* Hydrology Study Control Information ********** Program License Serial Number 5014 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation (inches) = 2.800 24 hour precipitation(inches) = 5.100 P6/P24 = 54.9% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3001.000 to Point/Station 3002.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance 50.000(Ft.) Highest elevation = 322.500(Ft.) Lowest elevation = 322.000(Ft.) Elevation difference = 0.500(Ft.) Slope = 1.000 % Top of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 2.00 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration TC [1.8*(l.1-C)*distance(Ft.)A.5 )/(% TC = [1.8*(1.1-0.8700)*( 70.000A .5)/( 2.75 minutes slopeA (1/3)] 2.000A (l/3)]= 2.75 • • • Calculated TC of 2.749 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.513(CFS) Total initial stream area = 0.080(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 3002.000 to Point/Station 3003.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = Downstream point elevation Channel length thru subarea Channel base width 296.500(Ft.) 294.000(Ft.) 120.000(Ft.) O.OOO(Ft.) Slope or 'Z' of left channel bank = 100.000 Slope or 'Z' of right channel bank = 100.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel 0.500(Ft.) . Flow(q) thru subarea = 0.931(CFS) Depth of flow = 0.076(Ft.), Average velocity Channel flow top width = 15.183(Ft.) Flow Velocity = 1.61(Ft/s) Travel time 1.24 min. Time of concentration = 3.99 min. Critical depth = 0.088(Ft.) Adding area flow to channel Decimal fraction soil group A 0.000 Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 0.000 0.000 1.000 0.931(CFS) 1.615lFt/s) Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.183 Subarea runoff = 0.834(CFS) for 0.130(Ac.) Total runoff = 1.348(CFS) 'Total area Depth of flow = 0.087(Ft.), Average velocity = Critical depth = 0.103(Ft.) 0.210(AC.) 1.712(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3003.000 to Point/Station 3004.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = Downstream point elevation Channel length thru subarea Channel base width 294.000(Ft.) 289.000(Ft.) 280.000(Ft.) 1.000(Ft.) Slope or 'Z' of left channel bank = 3.000 Slope or 'Z' of right channel bank = 3.000 Estimated mean flow rate at midpoint of channel 2.332(CFS1 • • • Manningls INI = 0.025 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = 2.332(CFS) Depth of flow = 0.368(Ft.), Average velocity 3.007(Ft/s) Channel flow top width = 3.211(Ft.) Flow Velocity = 3.01(Ft/s) Travel time 1.55 min. Time of concentration = 5.54 min. Critical depth = 0.383(Ft.) Adding area flow to channel User specified ICI value of 0.750 given for subarea Rainfall intensity = 6.905(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.750 CA = 0.473 Subarea runoff = 1.915(CFS) for 0.420(Ac.) Total runoff = 3.263(CFS) Total area Depth of flow = 0.432(Ft.), Average velocity = Critical depth = 0.453(Ft.) 0.630 (Ac.) 3.285(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3004.000 to Point/Station 3004.000 **** SUBAREA FLOW ADDITION **** User specified ICI value of 0.800 given for subarea Time of concentration = 5.54 min. Rainfall intensity = 6.905(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 0.792 Subarea runoff 2.206(CFS) for 0.360(Ac.) Total runoff = 5.469(CFS) Total area = 0.990(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 3004.000 to Point/Station 3005.00D **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 279.000(Ft.) Downstream point/station elevation 264.800(Ft.) Pipe length 72.00(Ft.) Manningls N = 0.013 No. of pipes = 1 Required pipe flow 5.469(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 5.469(CFS) Normal flow depth in pipe = 5.79(In.) Flow top width inside pipe = 8.62(In.) Critical ~epth could not be calculated. pipe flow velocity = 18.23(Ft/s) Travel time through pipe 0.07 min. Time of concentration (TC) = 5.61 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3004.000 to Point/Station 3005.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.990(Ac.) • • • Runoff from this stream Time of concentration Rainfall intensity = 5.469(CFS) 5.61 min. 6.853 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3011.000 to Point/Station 3012.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 0.000 0.000 0.000 1.000 Initial subarea total flow distance 80.000(Ft.) Highest elevation = 294.100(Ft.) Lowest elevation = 291.600(Ft.) Elevation difference 2.500(Ft.) Slope = 3.125 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 3.13 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration TC = [l.8*(1.1-C)*distance(Ft.)A.5 )/(% TC = [1.8*(1.1-0.8700)*( 80.000A.5)/( 2.53 minutes slopeA(1/3)] 3.125A (1/3)]= Calculated TC of 2.533 minutes is less than 5 minutes, 2.~3 resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.321(CFS) Total initial stream area = . 0.050(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3012.000 to Point/Station 3013.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 291.600(Ft.) End of street segment elevation = 271.100(Ft.) Length of street segment = 250.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 30.000(Ft.) Distance from crown to crossfall grade break 28.500(Ft.) Slope from gutter to grade break (v/hz) = 0.090 Slope from grade break to crown (v/hz) 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.330(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break 0.0150 Manning's N from grade break to crown = 0.0150 • • • Estimated mean flow rate at midpoint of street = Depth of flow = 0.182(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.035(Ft.) Flow velocity = 4.36(Ft/s) Travel time = 0.96 min. TC 3.49 min. Adding area flow to street User specified 'C' value of 0.700 given for subarea 1.368(CFS) 4.356(Ft/s) Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.700 CA = 0.336 Subarea runoff 2.158(CFS) for 0.430(Ac.) Total runoff = 2.479(CFS) Total area = 0.480(AC.) Street flow at end of street = 2.479(CFS) Half street flow at end of street 2.479(CFS) Depth of flow = 0.213(Ft.), Average velocity = 4.956(Ft/s) Flow width (from curb towards crown)= 6.629(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 3013.000 to Point/station 3013.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.700 given for subarea Time of concentration = 3.49 min. Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.700 CA = 0.385 Subarea runoff 0.361(CFS) for 0.070(Ac.) Total runoff = 2.840(CFS) Total area = 0.550(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++.++++++++++++++++++++++++ Process from Point/Station 3013.000 to Point/Station 3005.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 265.000(Ft.) Downstream point/station elevation 264.800(Ft.) pipe length 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 2.840(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 2.840(CFS) Normal flow depth in pipe = 8.57(In.) Flow top width inside pipe = 14.85(In.) Critical Depth = 8.12(In.) Pipe flow velocity = 3.92(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 3.66 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3013.000 to Point/Station 3005.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area 0.550(Ac.) Runoff from this stream = 2.840(CFS) • • • Time of concentration = Rainfall intensity = Summary of stream data: 3.66 min. 7.377(In/Hr) Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.469 5.61 6.853 2 2.840 3.66 7.377 Qmax(l) 1.000 * 1.000 * 5.469) + 0.929 * 1.000 * 2.840) + 8.107 Qmax (2) 1.000 * 0.653 * 5.469) + 1. 000 * 1.000 * 2.840) + 6.410 Total of 2 streams to confluence: Flow rates before confluence point: 5.469 2.840 Maximum flow rates at confluence using above data: 8.107 6.410 Area of streams before confluence: 0.990 0.550 Results of confluence: Total flow rate = 8.107(CFS) Time of concentration 5.606 min. Effective stream area after confluence 1.540(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3005.000 to Point/Station 3006.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 264.800(Ft.) Downstream point/station elevation 264.000(Ft.) pipe length 70.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 8.107(CFS) Nearest computed pipe diameter 18.00(In.) Calculated individual pipe flow 8.107(CFS) Normal flow depth in pipe = 11.33(In.) Flow top width inside pipe = 17.39(In.) Critical Depth = 13.23(In.) pipe flow velocity = 6.92(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 5.77 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++4+++++ Process from Point/Station 3006.000 to Point/Station 3007.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = Downstream point elevation Channel length thru subarea Channel base width Slope or 'Z' of left channel 264.000(Ft.) 261 . 600 (Ft. ) 160 . 000 (Ft. ) 2.500 (Ft. ) bank = 3.000 • • • Slope or 'Z' of right channel bank = 3.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.035 Maximum depth of channel 2.000(Ft.) Flow(q) thru subarea = 8.140(CFS) Depth of flow = 0.630(Ft.), Average velocity Channel flow top width = 6.278(Ft.) Flow Velocity = 2.95(Ft/S) Travel time 0.91 min. Time of concentration = 6.68 min. Critical depth = 0.551(Ft.) Adding area flow to channel User specified 'C' value of 0.500 given for subarea The area added to the existing stream causes a a lower flow rate of Q 5.937(CFS) 8.140(CFS) 2.945(Ft/s) therefore the upstream flow rate of Q = 8.107(CFS) is being used Rainfall intensity = 6.120(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.500 CA = 0.970 Subarea runoff = O.OOO(CFS) for 0.400(Ac.) Total runoff = 8.107(CFS) Total area Depth of flow = 0.628(Ft.), Average velocity = Critical depth = 0.547(Ft.) 1.940 (Ac.) 2.942(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 3007.000 to Point/Station 3008.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 261.600(Ft.) Downstream point/station elevation 258.950(Ft.) Pipe length 200.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 8.107(CFS) Nearest computed pipe diameter 18.00(In.) Calculated individual pipe flow 8.107(CFS) Normal flow depth in pipe = 10.78(In.) Flow top width inside pipe = 17.64(In.) Critical Depth = 13.23(In.) Pipe flow velocity = 7.33(Ft/s) Travel time through pipe = 0.45 min. Time of concentration (TC) = 7.13 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3008.000 to Point/Station 3008.000 **** SUBAREA FLOW ADPITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [ INDUSTRIAL area type (Limited Industrial Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 The area added to the existing stream causes a a lower flow rate of Q = 7.335(CFS) • • • therefore the upstream flow rate of Q = B.107(CFS) is being used Time of concentration = 7.13 min. Rainfall intensity = 5.866(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.551 CA = 1.250 Subarea runoff O.OOO(CFS) for 0.330(Ac.) Total runoff = B.107(CFS) Total area = 2.270(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 300B.000 to Point/Station 3009.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 258.950(Ft.) Downstream point/station elevation 257.700(Ft.) Pipe length 95.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow B.107(CFS) Nearest computed pipe diameter 1B.00(In.) Calculated individual pipe flow B.107(CFS) Normal flow depth in pipe = 10.80(In.) Flow top width inside pipe = 17.63(In.) Critical Depth = 13.23(In.) Pipe flow velocity = 7.31(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 7.35 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3009.000 to Point/Station 3009.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of O.BOO given for subarea Time of concentration = 7.35 min. Rainfall intensity = 5.754(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = O.BOO CA = 2.072 Subarea runoff 3.B15(CFS) for 0.320(Ac.) Total runoff = 11.922 (CFS) Total area = 2.590(Ac .. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3009.000 to Point/Station 3009.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.500 given for subarea The area added to the existing stream causes a a lower flow rate of Q = 7.912(CFS) therefore the upstream flow rate of Q = 11.922(CFS) is being used Time of concentration = 7.35 min. Rainfall intensity = 5.754(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.500 CA = 1.375 Subarea runoff O.OOO(CFS) for 0.160(Ac.) Total runoff = 11.922(CFS) Total area = 2.750(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • • • Process from Point/Station 3009.000 to Point/Station **,** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 257.500(Ft.) Downstream point/station elevation 254.350(Ft.) Pipe length 18.00 (Ft.) Manning I,S N = 0.013 No. of pipes = 1 Required pipe flow 11.922(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow 11.922(CFS) Normal flow depth in pipe = 5.36(In.) Flow top width inside pipe = 22.98(In.) Critical Depth = 13.90(In.) Pipe flow velocity = 20.08(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 7.37 min. 3010.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3009.000 to Point/Station 3010.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.750(Ac.) Runoff from this stream 11.922(CFS) Time of concentration 7.37 min. Rainfall intensity = 5.746(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3014.000 to Point/Station 3,015.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [COMMERCIAL area type (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance 50.000(Ft.) Highest elevation = 294.000(Ft.) Lowest elevation = 277.600(Ft.) Elevation difference = 16.400(Ft.) Slope = 32.800 % Top of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 30.00 %, in a development type of Neighborhod Commercial In Accordance With Figure 3-3 .Initial Area Time of Concentration TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% TC = [1.8*(1.1-0.7900)*( 100.000".5)/( 1.80 minutes slope" (1/3)] 30.000"(1/3)]= Calculated TC of 1.796 minutes is less than 5 minutes, 1. 80 resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 • • • Subarea runoff = 0.408(CFS) Total initial stream area = 0.070(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3015.000 to Point/Station 3010.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 277.600(Ft.) End of street segment elevation = 260.100(Ft.) Length of street segment 330.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 70.000(Ft.) Distance from crown to cross fall grade break 68.500(Ft.) Slope from gutter to grade break (v/hz) = 0.090 Slope from grade break to crown (v/hz) 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.330(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.467(CFS) Depth of flow = 0.310(Ft.) I Average velocity = 5.444(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.450(Ft.) Flow velocity = 5.44(Ft/s) Travel time = 1.01 min. TC 2.81 min. Adding area flow to street User specified 'C' value of 0.800 given for subarea Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 1.976 Subarea runoff 14.170(CFS) for 2.400(Ac.) Total runoff = 14.577(CFS) Total area = 2.470 (Ac.) Street flow at end of street = 14.577(CFS) Half street flow at end of street 14.577(CFS) Depth of flow = 0.378(Ft.) I Average velocity = 6.411(Ft/s) Flow width (from curb towards crown)= 14.876(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3010.000 to Point/Station 3010.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.700 given for subarea Time of concentration = 2.81 min. Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.700 CA = 2.254 Subarea runoff 2.051(CFS) for 0.750(Ac.) Total runoff = 16.628(CFS) Total area = 3.220(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • • • Process from Point/Station 3015.000 to point/Station **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.220(Ac.) Runoff from this stream 16.628(CFS) Time of concentration = Rainfall intensity = Summary of stream data: 2.81 min. 7.377(In/Hr) Stream No. Flow rate (CFS) TC (min) 1 11.922 7.37 2 16.628 2.81 Qmax(l) 1.000 * 1.000 * 11.922) 0.779 * 1.000 * 16.628) Qmax(2) 1.000 * 0.381 * 11.922) 1.000 * 1.000 * 16.628) Total of 2 streams to confluence: Flow rates before confluence point: 11.922 16.628 Rainfall Intensity (In/Hr) 5.746 7.377 + + 24.874 + + 21.170 Maximum flow rates at confluence using above data: 24.874 21.170 Area of streams before confluence: 2.750 3.220 Results of confluence: Total flow rate = 24.874(CFS) Time of concentration 7.365 min. Effective stream area after confluence 5.970(Ac.) 3010.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3010.000 to Point/Station 3016.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 254.020(Ft.) Downstream point/station elevation 250.540(Ft.) Pipe length 94.04(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 24.874(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow 24. 874 (CFS) Normal flow depth in pipe = 11.58(In.) Flow top width inside pipe = 29.21(In.) Critical Depth = 20.39(In.) Pipe flow velocity = 14.25(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 7.48 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3016.000 to Point/Station 3016.000 **** SUBAREA FLOW ADDITION **** • • • User specified 'C' value of 0.820 given for subarea Time of concentration = 7.48 min. Rainfall intensity = 5.692 (In/Hr) for a 10·0.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 4.920 Subarea runoff 3.129(CFS) for 0.030(AC.) Total runoff = 28.003(CFS) Total area = 6.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3016.000 to Point/Station 3017.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 250.210(Ft.) Downstream point/station elevation 246.700(Ft.) Pipe length 238.54(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 28.003(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow 28.003(CFS) Normal flow depth in pipe = 16.10(In.) Flow top width inside pipe = 29.92(In.) Critical Depth = 21.63(In.) Pipe flow velocity = 10.43(Ft/s) Travel time through pipe = 0.38 min. Time of concentration (TC) 7.86 min. End of computations, total study area = . 6.000 '(Ac.) Watershed Model Schematic 1 -100-Year Existing ~ ?:??;:r Project: TM081021-REV.gpw 3 -TM 081021 Routing Hydraflow Hydrographs.by Intelisolve v9.22 Tuesday, Nov 18, 2008 Hydrograph Summary Report Hydraflow Hydrographs by Inteli~olve v9.22 : Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph type flow interval peak volume hydes) elevation strge used description (origin) (cfs) (min) (min) (cuft) "eft) (cuft) 1 Manual 54.76 1 252 167,387 ........ ............. .. ... _ ..... i00-Year Existing 2 Manual 139.15 1 245 228,427 ------_ ... -.... -........ 100-YearTM 3 Reservoir 32.57 1 251 228,420 2 271.15 71,857 TM 081021 Routing TM081021-REV.gpw Return Period: 100 Year Tuesday, Nov 18, 2008 KA IIUNAL IVIt: I HUU H Y UKUl:iKAJ-'H J-'KUl:iKAIVI COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 10/21/2008 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 18 MIN. 6 HOUR RAINFALL 2;8 INCHES B.V" 1 AREA 30.2 ACRES R.' =F COEFFICIENT 0.554 P ISCHARGE 54.757 CFS TIME (MIN) = 0 DISCHARGE (CFS) = 0 TIME (MIN) = 18 DISCHARGE (CFS) = 2.8 TIME (MIN) = 36 DISCHARGE (CFS) = 3 TIME (MIN) = 54 DISCHARGE (CFS) = 3.1 TIME (MIN) = 72 DISCHARGE (CFS) = 3.4 TIME (MIN) = 90 DISCHARGE (CFS) = 3.6 TIME (MIN) = 108 DISCHARGE (CFS) = 4 TIME (MIN) = 126 DISCHARGE (CFS) = 4.2 TIME (MIN) = 144 DISCHARGE (CFS) = 4.8 TIME (MIN) = 162 DISCHARGE (CFS) = 5.2 TIME (MIN) = 180 DISCHARGE (CFS) = 6.4 TIME (MIN) = 198 DISCHARGE (CFS) = 7.3 TIME (MIN) = 216 DISCHARGE (CFS) = 10.7 TIME (MIN) = 234 DISCHARGE (CFS) = 14.3 TIME (MIN) = 252 DISCHARGE (CFS) = 54.757 TIME (MIN) = 270 DISCHARGE (CFS) = 8.6 TIME (MIN) = 288 DISCHARGE (CFS) = 5.7 TIME (MIN) = 306 DISCHARGE (CFS) = 4.5 TIME (MIN) = 324 DISCHARGE (CFS) = 3.8 TIME (MIN) = 342 DISCHARGE (CFS) = 3.3 TIME (MIN) = 360 DISCHARGE (CFS) = 2.9 TIME (MIN) = 378 DISCHARGE (CFS) = 0 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Tuesday, Nov 18, 2008 eHyd. No.1 100-Year Existing Hydrograph type = Manual Peak discharge = 54.76 cfs Storm frequency = 100 yrs Time to peak = 252 min Time interval = 1 min Hyd. volume = 167,387 cuft Hydrograph Discharge Table (Printed values >= 1.00% of Qp.) Time --Outflow Time --Outflow Time --Outflow Time --Outflow (min cfs) (min cfs) (min cfs) (min cfs) 4 0.620 47 3.060 90 3.600 133 4.430 5 0.780 48 3.070 91 3.620 134 4.470 6 0.930 49 3.070 92 3.640 135 4.500 7 1.090 50 3.080 93 3.670 136 4.530 8 1.240 51 3.080 94 3.690 137 4.570 9 1.400 52 3.090 95 3.710 138 4.600 10 1.560 53 3.090 96 3.730 139 4.630 11 1.710 54 3.100 97 3.760 140 4.670 12 1.870 55 3.120 98 3.780 141 4.700 . 13 2.020 56 3.130 99 3.800 142 4.730 14 2.180 57 3.150 100 3.820 143 4.710 (e 15 2.330 58 3.170 101 3.840 144 4.800 16 2.490 59 3.180 102 3.870 145 4.820 17 2.640 60 3.200 103 3.890 146 4.840 18 2.800 61 3.220 104 3.910 147 4.870 19 2.810 62 3.230 105 3.930 148 4.890 20 2.820 63 3.250 106 3.960 149 4.910 21 2,830 64 3.270 107 3.980 150 4.930 22 2.840 65 3.280 108 4.000 151 4.960. 23 2.860 66 3.300 109 4.010 152 4.980 24 2.870 67 3.320 110 4.020 153 5.000 25 2.880 68 3.330 111 4.030 154 5.020 26 2.890 69 3.350 112 4.040 155 5.040 27 2.900 70 3.370 113 4.060 156 5.070 28 2.910 71 3.380 114 4.070 157 5.090 29 2.920 72 3.400 115 4.080 158 5.110 30 2.930 73 3.410 116 4.090 159 5.130 31 2.940 74 3.420 117 4.100 160 5.160 32 2.960 75 3.430 118 4.110 161 5.180 33 2.970 76 3.440 119 4.120 162 5.200 34 2.980 77 3.460 120 4.130 163 5.270 35 2.990 78 3.470 121 4.140 164 5,330 36 3.000 79 3.480 122 4.160 165 . 5.4QO 37 3.010 80 3.490 123 4.170 '166 5.470 38 3.010 81 3.500 124 4.180 167 5.530 39 3.020 82 3.510 125 4.190 168 5.600 40 3.020 83 3.520 126 4.200 169 5.670 41 3.030 84 3.530 127 4.230 170 5.730 42 3.030 85 3.540 128 4.270 171 5.800 e 43 3.040 86 3.560 129 4.300 172 5.870 44 3.040 87 3.570 130 4.330 173 5.930 45 3.050 88 3.580 131 4.370 174 6.000 46 3.060 89 3.590 132 4.400 175 6.070 Continues on next page ... i00-Year Existing I Hydrograph Discharge Table .Time --Outflow Time --Outflow Time --Outflow Time --Outflow (min cfs) (min cfs) (min cfs) (min cfs) 176 6.130 229 13.30 282 6.670 335 3.490 177 6.200 230 13.50 283 6.510 336 3.470 178 6.270 231 13.70 284 6.340 337 3.440 179 6.330 232 13.90 285 6.180 338 3.410 180 6.400 233 14.10 286 6.020 339 3.380 181 6.450 234 14.30 287 5.860 340 3.360 182 6.500 235 16.55 288 5.700 341 3.330 183 6.550 236 18.80 289 5.630 342 3.300 184 6.600 237 21.04 290 5.570 343 3.280 185 6.650 238 23.29 291 5.500 344 3.260 186 6.700 239 25.54 292 5.430 345 3.230 187 6.750 240 27.79 293 5.370 346 3.210 188 6.800 241 30.03 294 5.300 347 3.190 189 6.850 242 32.28 295 5.230 348 3.170 190 6.900 243 34.53 296 5.170 349 3.140 191 6.950 244 36.78 297 5.100 350 3.120 192 7.000 245 39.02 298 5.030 351 3.100 193 7.050 246 41.27 299 4.970 352 3.080 194 7.100 247 43.52 300 4.900 353 3.060 195 7.150 248 45.77 301 4.830 354 3.030 196 7.200 249 48.01 302 4.770 355 3.010 197 7.250 250 50.26 303 4.700 356 2.990 '. 198 7.300 251 52.51 304 4.630 357 2.970 199 7.490 252 54.76 « 305 4.570 358 2.940 200 7.680 253 52.19 306 4.500 359 2.920 201 7.870 254 49.63 307 4.460 360 2.900 202 8.060 255 47.06 308 4.420 203 8.240 256 44.50 309 4.380 ... End 204 8.430 257 41.94 310 4.340 205 8.620 258 39.37 311 4.310 206 8.810 259 36.81 312 4.270 207 9.000 260 34.24 313 .4.230 208 9.190 261 31.68 314 4.190 209 9.380 262 29.11 315 4.150 210 9.570 263 26.55 316 4.110 211 9.760 264 23.99 317 4.070 212 9.940 265 21.42 318 4.030 213 10.13 266 18.86 319 3.990 214 10.32 267 16.29 320 3.960 215 10.51 268 13.73 321 3.920 216 10.70 269 11.16 322 3.880 217 10.90 270 8.600 323 3.840 218 11.10 271 8.440 324 3.800 219 11.30 272 8.280 325 3.770 220 11.50 273 8.120 326 3.740 221 11.70 274 7.960 327 3.720 222 11.90 275 7.790 328 3.690 223 12.10 276 7.630 329 3.660 224 12.30 277 7.470 330 3.630 1.225 12.50 278 7.310 331 3.610 226 12.70 279 7.150 332 3.580 227 12.90 280 6.990 333 3.550 228 13.10 281 6.830 334 3.520 I Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 eHYd. No.1 100-Year Existing Hydrograph type Storm frequency Time interval = Manual = 100 yrs = 1 min 100-Year Existing Peak discharge Time to peak Hyd. volume Tuesday, Nov 18, 2008 = 54.76.cfs = 252 min = 167,387 cuft Q (cfs) Hyd. No.1 --100 Year Q (cfs) 60.00 .,------,-----r------r----,-----,-----,------r-60.00 ~~oo ~--------~.~.------~----_-._-~~~~_-_---_-.. ~.-_-~-~~~~----~-_---_~=-.=---_-.~~---~---~ 50.00 40.00 +-----+----~-----+----H-_I_--+----~----+ 40.00 30.00 +-----t-----+------t----t--t---+-----t-~-'--~-+ 30.00 -'-_.------._ .. _.--_. --_. ------ ___ I-----------/---~-.-- 20.00 +-----+----~-----+---_I_-I---t--+----~----+ 20.00 """""'''''''''--''' """""" ,,.,.,,,... --. ......... -'" ..... ---- W' _ --------::: '--7~=-=--~-~ ~~---..:., .. ----::..--~ 1 0.00 -t-----f------+-----t----::.~-t--+_--t-----!-----I-10.00 ~-:= ----~ ~~-=--~-----~ ~ -=--= -. ~ ~------~.~ ~ . --.--. -"'~'--' ---------~----~ ---------~ ~,----L-'-0.00 ~-----'-----L..-----J.----L----...L.--_---'-___ """""-0.00 o 60 120 180 240 300 360 420 e -HydNo.1 Time (min) KA IIUNAL MI:: I HUU HYUKUl;;KAPH PKUl;;KAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 11/18/2008 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 7 MIN. 6 HOUR RAINFALL 2.8 INCHES ~' I AREA 37.22 ACRES R.F COEFFICIENT 0.61 P ISCHARGE 139.15 CFS TIME (MIN) = 0 TIME (MIN) = 7 TIME (MIN) = 14 TIME (MIN) = 21 TIME (MIN) = 28 TIME (MIN) = 35 TIME (MIN) = 42 TIME (MIN) = 49 TIME (MIN) = 56 TIME (MIN) = 63 TIME (MIN) = 70 TIME (MIN) = 77 TIME (MIN) = 84 TIME (MIN) = 91 TIME (MIN) = 98 TIME (MIN) = 105 TIME (MIN) = 112 TIME (MIN) = 119 TIME (MIN)::: 126 TIME (MIN) = 133 TIME (MIN) = 140 TIME (MIN) = 147 TIME (MIN) = 154 TIME (MIN) = 161 TIME (MIN) = 168 TIME (MIN) = 175 TIME (MIN) = 182 TIME (MIN) = 189 TIME (MIN) = 196 T( ~MIN) = 203 l'.IN)= 210 T IN)= 217 TI IN) = 224 TIME (MIN) = 231 TIME (MIN) = 238 TIME (MIN) = 245 TIME (MIN) = 252 TIME (MIN) = 259 TIME (MIN) = 266 TIME (MIN) = 273 TIME (MIN) = 280 TIME (MIN) = 287 TIME (MIN) = 294 TIME (MIN) = 301 TIME (MIN) = 308 TIME (MIN) = 315 TIME (MIN) = 322 TIME (MIN) = 329 TIME (MIN) = 336 TIME (MIN) = 343 TIME (MIN) = 350 TIME (MIN) = 357 TIME (MIN) = 364 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 3.8 DISCHARGE (CFS) = 3.9 DISCHARGE (CFS) = 4 DISCHARGE (CFS) = 4 DISCHARGE (CFS) = 4.1 DISCHARGE (CFS) = 4.2 DISCHARGE (CFS) = 4.3 DISCHARGE (CFS) = 4.4 DISCHARGE (CFS) = 4.5 DISCHARGE (CFS) = 4.6 DISCHARGE (CFS) = 4.8 DISCHARGE (CFS) = 4.9 DISCHARGE (CFS) = 5.1 DISCHARGE (CFS) = 5.2 DISCHARGE (CFS) = 5.4 DISCHARGE (CFS) = 5.5 DISCHARGE (CFS) = 5.8 DISCHARGE (CFS) = 5.9 DISCHAR~E (CFS) = 6.2 DISCHARGE (CFS) = 6.4 DISCHARGE (CFS) = 6.8 DISCHARGE (CFS) = 7 DISCHARGE (CFS) = 7.6 DISCHARGE (CFS) = 7.8 DISCHARGE (CFS) = 8.5 DISCHARGE (CFS) = 8.9 DISCHARGE (CFS) = 9.9 DISCHARGE (CFS) = 10.5 DISCHARGE (CFS) = 12 DISCHARGE (CFS) = 13.1 DISCHARGE (CFS) = 16 DISCHARGE (CFS) = 18.2 DISCHARGE (CFS) = 26.7 DISCHARGE (CFS) = 33.3 DISCHARGE (CFS) = 139.15 DISCHARGE (CFS) = 21.4 DISCHARGE (CFS) = 14.3 DISCHARGE (CFS) = 11.2 DISCHARGE (CFS) = 9.4 DISCHARGE (CFS) = 8.2 DISCHARGE (CFS) = 7.3 DISCHARGE (CFS) = 6.6 DISCHARGE (CFS) = 6.1 DISCHARGE (CFS) = 5.6 DISCHARGE (CFS) = 5.3 DISCHARGE (CFS) = 5 DISCHARGE (CFS) = 4.7 DISCHARGE (CFS) = 4.5 DISCHARGE (CFS) = 4.3 DISCHARGE (CFS) = 4.1 DISCHARGE (CFS) = 3.9 DISCHARGE (CFS) = 0 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Tuesday, Nov 18, 2008 ··.yd. No.2 100-Year TM Hydrograph type = Manual Peak discharge = 139.15 cfs Storm frequency = 100 yrs Time to peak = 245 min Time interval = 1 min Hyd. volume = 228,427 cuft Hydrograph Discharge Table (Printed-values >= 1.00% of Qp.) Time --Outflow Time --Outflow Time --Outflow Time --Outflow (min cfs) (min cfs) (min cfs) (min cfs) 3 1.630 46 4.260 89 5.040 132 6.160 4 2.170 47 4.270 90 5.070 133 6.200 5 2.710 48 4.290 91 5.100 134 6.230 6 3.260 49 4.300 92 5.110 135 6.260 7 3.800 50 4.310 93 5.130 136 6.290 8 3.810 51 4.330 94 5.140 137 6.310 9 3.830 52 4.340 95 5.160 138 6.340 10 3.840 53 4.360 96 5.170 139 6.370 11 3.860 54 4.370 97 5.190 140 6.400 12 3.870 55 4.390 98 5.200 141 6.460 13 3.890 56 4.400 99 5.230 142 6.510 l.14 3.900 57 4.410 100 5.260 143 6.570 . 15 3.910 58 4.430 101 5.290 144 6.630 16 3.930 59 4.440 102 5.310 145 6.690 17 3.940 60 4.460 103 5.340 146 6.:740 18 3.960 61 4.470 104 5.370 147 6.800 19 3.970 62 4.490 105 5.400 148 6.830 20 3.990 63 4.500 106 5.410 149 6.860 21 4.000 64 4.510 107 5.430 150 6.890 22 4.000 65 4.530 108 5.440 151 6.910 23 4.000 66 4.540 109 5.460 152 6.940 24 4.000 67 4.560 110 5.470 153 6.970 25 4.000 68 4.570 111 5.490 154 7.000 26 4.000 69 4.590 112 5.500 155 7.090 27 4.000 70 4.600 113 5.540 156 7 .. 170 28 4.000 71 4.630 114 5.590 157 7.260 29 4.010 72 4.660 115 5.630 158 7.340 30 4.030 73 4.690 116 5.670 159 7.430 31 4.040 74 4.710 117 5.710 160 1.510 32 4.060 75 4.740 118 5.760 161 7.600 33 4.070 76 4.770 119 5.800 162 7.630 34 4.090 77 4.800 120 5.810 163 7.660 35 4.100 78 4.810 121 5.830 164 7.690 36 4.110 79 4.830 122 5.840 165 7.710 37 4.130 80 4.840 123 5.860 166 7.740 38 4.140 81 4.860 124 5.870 167 7.770 39 4.160 82 4.870 125 5.890 168 7.800 40 4.170 83 4.890 126 5.900 169 7.90b , 41 4.190 84 4.900 127 5.940 170 8~000 1.42 4.200 85 4.930 128 5.990 171 8.100 43 4.210 86 4.960 129 6.030 172 8.200 44 4.230 87 4.990 130 6.070 173 8.300 45 4.240 88 5.010 131 6.110 174 8.400 Continues on next page ... 100-YearTM Hydrograph Discharge Table .Time .• Outflow Time ' •• Outflow Time .• Outflow Time .. Outflow (min cfs) (min cfs) (min cfs) (min cfs) 175 8.500 228 23.06 281 8.070 334 4.560 176 8.560 229 24.27 282 7.940 335 4.530 177 8.610 230 25.49 283 7.810 336 4.500 178 8.670 231 26.70 284 7.690 337 4.470 179 8.730 232 27.64 285 7.560 338 4.440 180 8.790 233 28.59 286 7.430 339 4.410 181 8.840 234 29.53 287 7.300 340 4.390 182 8.900 235 30.47 288 7.200 341 4.360 183 9.040 236 31.41 289 7.100 342 4.330 184 9.190 237 32.36 290 7.000 343 4.300 185 9.330 238 33.30 291 6.900 344 4.270 186 9.470 239 48.42 292 6.800 345 4.240 187 9.610 240 63.54 293 6.700 346 4.210 188 9.760 241 78.66 294 6.600 347 4.190 189 9.900 242 93.79 295 6.530 348 4.160 190 9.990 243 108.91 296 6.460 349 4.130 191 10.07 244 124.03 297 6.390 350 4,100 192 10.16 245 139.15 « 298 6.310 351 4.070 193 10.24 246 122.33 299 6.240 352 4.040 194 10.33 247 105.51 300 6.170 353 4.010 195 10.41 248 88.69 301 6.100 354 3.990 (. 196 10.50 249 71.86 302 6.030 355 3.960 197 10.71 250 55.04 303 5.960 356 3.930 198 10.93 251 38.22 304 5.890 357 3.900 199 11.14 252 21.40 305 5.810 358 3.340 200 11.36 253 20.39 306 5.740 359 2.790 201 11.57 254 19.37 307 5.670 360 2.230 202 11.79 255 18.36 308 5.600 203 12.00 256 17.34 309 5.560 ... End 204 12.16 257 16.33 310 5.510 205 12.31 258 15.31 311 5.470 206 12.47 259 14.30 312 5.430 207 12.63 260 13.86 313 5.390 208 12.79 261 13.41 314 5.340 209 12.94 262 12.97 315 5.300 210 13.10 263 12.53 316 5.260 211 13.51 264 12.09 317 5.210 212 13.93 265 11.64 318 5.170 213 14.34 266 11.20 319 5.130 214 14.76 267 10.94 320 5.090 215 15.17 268 10.69 321 5.040 216 15.59 269 10.43 322 5.000 217 16.00 270 10.17 323 4.960 218 16.31 271 9.910 324 4.910 219 16.63 272 9.660 325 4.870 220 16.94 273 9.400 326 4.830 221 17.26 274 9.230 327 4.790 222 17.57 275 9.060 328 4.740 223 17.89 276 8.890 329 4.700 • 224 18.20 277 8.710 330 4.670 225 19.41 278 8.540 331 4.640 226 20.63 279 8.370 332 4.610 227 21.84 280 8.200 333 4.590 I Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Tuesday, Nov 18, 2008 eHyd. No.2 100-Year TM Hydrograph type = Manual Storm frequency = 100 yrs Time interval = 1 min Peak discharge Time to peak Hyd. volume = 139.15cfs = 245 min = 228,427 cuft Q (cfs) 140.00 100-YearTM Hyd. No.2 --100 Year Q (cfs) -,-------,----__,r_----,-----~.__--__,r----...,_:_--~_.. 140.00 ._--_._.-----_._-----... -------_.- -t-----+------ir------t-----HI-------if------t---~_!_ 120.00' 100.00 . -j-----j-------j-----j-----tti------j-----j-----j-100.00 80.00 -t-----+------if------t-----t--t------if------t----_!_ 80.00 ___ • __ , •••• _ ow _________ • _ , ___ • w __ • ___________ _ 60.00 -I------I------/-----I-----f--+-----/-----I----__i_'_ 60.00 f-------------.---------------'--- .. ----1-'- 40.00 -I------+------I!------I-----II--I-----/~------I-----+-40.00 -------- 20.00 -- 0.00 If ~------'-----..J'----_-'----___ ___'_ ___ -..J __________ ...I_ 0.00 0 60 120 180 240 300 360 420 e -HydNo.2 Time (min) Hydrograph Report Hydraflow Hydrographs by InteJisolve v9.22 Tuesday, Nov 18, 2008 eHYd. No. 3 TM 081021 Routing Hydrograph type = Reservoir Peak discharge = 32.57 cfs Storm frequency = 100 yrs Time to peak = 251 min Time interval = 1 min Hyd. volume = 228,420 cuft Inflow hyd. No. = 2 -100-Year TM Reservoir name = TM Basin 2 -0810 Max. Elevation = 271.15 ft Max. Storage = 71,857 cuft Storage Indication method used. Hydrograph Discharge Table ( Printed values >= 1.00% of Qp.) Time Inflow Elevation ClvA ClvB ClvC PfRsr WrA WrB WrC WrD Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 9 3.830 266.05 0.428 0.428 10 3.840 266.10 0.573 0.573 11 3.860 266.14 0.721 0.721 12 3.870 266.18 0.901 0.901 13 3.890 266.21 1.072 1.072 14 3.900 266.25 1.243 1.243 15 3.910 266.28 1.431 1.431 16 3.930 266.31 1.608 1.608 17 3.940 266.34 1.773 1.773 (e18 3.960 266.37 1.944 1.944 19 3.970 266.39 2.114 2.114 20 3.990 266.41 2.271 2.271 21 4.000 266.43 2.415 2.415 22 4.000 266.45 2.548 2.548 23 4.000 266.47 2.680 2.680 24 4.000 266.49 2.805 2.805 25 4.000 266.50 2.918 2.918 26 4.000 266.52 3.020 3.020 27 4.000 266.53 3.113 ~.113 28 4.000 266.54 3.196 3.197 29 4.010 266.55 3.273 3.273 30 4.030 266.56 3.344 3.343 31 4.040 266.56 3.409 3.409 32 4.060 266.57 3.471 3.472 33 4.070 266.58 3.533 3.533 34 4.090 266.59 3.590 3.590 35 4.100 266.59 3.643 3.643 36 4.110 266.60 3.691 3.691 37 4.130 266.60 3.736 3.736 38 4.140 266.61 3.777 3.777 39 4.160 266.61 3.816 3.816 40 4.170 266.62 3.853 3.853 41 4.190 266.62 3.887 3.887 42 4.200 266.62 3.919 3.919 43 4.210 266.63 3.949 3.949 44 4.230 266.63 3.977 3.977 , 45 4.240 266.63 4.004 4.004 e:~ 4.260 266.64 4.029 4.030 4.270 266.64 4.054 4.054 48 4.290 266.64 4.078 -----4.078 Continues on next page ... TM 081021 Routing Hydrograph Discharge Table .Time Inflow Elevation ClvA Clv B ClvC PfRsr WrA WrB WrC WrD Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs . cfs cfs cfs cfs 49 4.300 266.65 4.100 4.100 50 4.310 266.65 4.122 4.122 51 4.330 266.65 4.142 4.142 52 4.340 266.65 4.162 4.162 53 4.360 266.65 4.182 4.182 54 4.370 266.66 4.201 4.201 55 4.390 266.66 4.220 4:220 56 4.400 266.66 4.238 4.238 57 4.410 266.66 4.255 4.255 58 4.430 266.67 4.272 4.273 59 4.440 266.67 4.290 4.289 60 4.460 266.67 4.306 4.306 61 4.470 266.67 4.323 4.323 62 4.490 266.67 4.339 4.339 63 4.500 266.67 4.355 4.355 64 4.510 266.68 4.371 4.371 65 4.530 266.68 4.386 4.387 66 4.540 266.68 4.402 4.402 67 4.560 266.68 4.419 4.419 68 4.570 266.68 4.435 4.435 69 4.590 266.69 4.451 4.452 70 4.600 266.69 4.468 4.468 { 71 4.630 266.69 4.484 4.484 .72 4.660 266.69 4.503 4.502 73 4.690 266.69 4.522 4.522 74 4.710 266.70 4.542 4.542 75 4.740 266.70 4.563 4.563 76 4.770 266.70 4.584 4.584 77 4.800 266.70 4.607 4.607 78 4.810 266.70 4.629 4.629 79 4.830 266.71 4.651 4.65~ 80 4.840 266.71 4.672 -----4.671 81 4.860 266.71 4.692 4.692 82 4.870 266.71 4.711 4.711 83 4.890 266.72 4.730 4.730 84 4.900 266.72 4.749 4.749 85 4.930 266.72 4.768 4.767 86 4.960 266.72 4.788 -----4.787 87 4.990 266.72 4.809 -----4.809 88 5.010 266.73 4.830 4.830 89 5.040 266.73 4.852 4.852 90 5.070 266.73 4.875 4.875 91 5.100 266.73 4.899 4.899 92 5.110 266.74 4.922 4.922 93 5.130 266.74 4.944 4.944 94 5.140 266.74 4.966 4.966 95 . 5.160 266.74 4.986 4.986 96 5:170 266.74 5.007 5.007 97 5.190 266.75 5.026 -----.;;.----5.026 98 5.200 266.75 5.045 5.045 1.99 5.230 266.75 5.064 5.064 100 5.260 266.75 5.085 5.085 101 5.290 266.76 5.106 ----.; 5.106 102 5.310 266.76 5.128 5.128 Continu~s on next page ... TM 081021 Routing Hydrograph Discharge Table .Time Inflow Elevation ClvA Clv B ClvC PfRsr WrA WrB WrC WrD Exfit Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 103 5.340 266.76 5.150 5.150 104 5.370 266.76 5.173 5.173 105 5.400 266.76 5.197 5.197 106 5.410 266.77 5.221 5.221 107 5.430 266.77 5.243 5.243 108 5.440 266.77 5.265 5.265 109 5.460 266.77 5.286 5.286 110 5.470 266.78 5.306 5.306 111 5.490 266.78 5.325 5.325 112 5.500 266.78 5.345 5.344 113 5.540 266.78 5.364 5.364 114 5.590 266.79 5.387 5.387 115 5.630 266.79 5.412 5.412 116 5.670 266.79 5.439 5.439 117 5.710 266.79 5.469 5.469 118 5.760 266.80 5.501 5.501 119 5.800 266.80 5.535 5.535 120 5.810 266.80 5.567 5.567 121 5.830 266.81 5.597 5.597 122 5.840 266.81 5.626 5.626 123 5.860 266.81 5.653 5.653 124 5.870 266.81 5.678 5.678 . 125 5.890 266.82 5.702 5.702 (.126 5.900 266.82 5.726 5.725 127 5.940 266.82 5.749 5.749 128 5.990 266.82 5.775 5.775 129 6.030 266.83 5.803 5.803 130 6.070 266.83 5.833 5.833 131 6.110 266.83 5.863 5.863 132 6.160 266.84 5.896 5.896 133 6.200 266.84 5.930 5.930 134 6.230 266.84 5.964 5.964 135 6.260 266.85 5.998 5.998 136 6.290 266.85 6.031 6.031 137 6.310 266.85 6.063 6.063 138 6.340 266.86 6.095 6.095 139 6.370 266.86 6.126 6.126 140 6.400 266.86 6.157 6.157 141 6.460 266.87 6.190 6.190 142 6.510 266.87 6.225 6.225 143 6.570 266.87 6.263 6.263 144 6.630 266.88 6.303 6.303 145 ·6.690 266.88 6.346 6.346 146 6.740 266.89 6.390 6.390 147 6.800 266.89 6.436 6.436 148 6.830 266.89 6.481 6.481 149 6.860 266.90 6.525 6.525 150 6.890 266.90 6.546 6.546 151 6.910 266.90 6.561 6.561 I 152 6.940 266.90 6.575 6.575 .153 6.970 266.91 6.591 6.591 154 7.000 266.91 6.607 6.607 155 7.090 266.91 6.624 6.624 156 7.170 266.91 6.645 6.645 Continues on next page ... TM 081021 Routing Hydrograph Discharge Table .Time Inflow Elevation ClvA Clv B Clv C PfRsr WrA WrB WrC WrD Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 157 7.260 266.91 6.668 6.668 158 7.340 266.91 6.694 6.694 159 7.430 266.92 6.722 -----6.722 160 7.510 266.92 6.752 6.752 161 7.600 266.92 6.785 6.785 162 7.630 266.93 6.819 6.818 163 7.660 266.93 6.852 6.852 164 7.690 266.93 6.885 6.885 165 7.710 266.94 6.919 6.918 166 7.740 266.94 6.951 6.951 167 7.770 266.94 6.984 6.984 168 7.800 266.94 7.016 7.016 169 7.900 266.95 7.050 7.050 170 8.000 266.95 7.087 7.087 171 8.100 266.95 7.126 7.126 172 8.200 266.96 7.167 7.167 173 8.300 266.96 7.211 7.211 174 8.400 266.97 7.257 7.257 175 8.500 266.97 7.306 7.306 176 8.560 266.98 7.355 7.356 177 8.610 266.98 7.405 7.405 178 8.670 266.99 7.456 7.456 ( 179 8.730 266.99 7.506 7.506 .180 8.790 266.99 7.557 7.557 181 8.840 267.00 7.608 7.608 182 8.900 267.00 7.659 7.659 183 9.040 267.01 7.712 _ ............ 7.712 184 9.190 267.01 7.769 7.769 185 9.330 267.02 7.830 7.830 186 9.470 267.03 7.893 7.893 187 9.610 267.03 7.960 7.960 188 9.760 267.04 8.030 8.030 189 9.900 267.04 8.103 8.103 190 9.990 267.05 8.178 8.178 191 10.07 267.06 8.253 8.253 192 10.16 267.07 8.329 8.329 193 10.24 267.07 8.405 8.405 194 10.33 267.08 8.481 8.481 195 10.41 267.09 8.558 8.558 196 10.50 267.09 8.635 "':"----8.635 197 10.71 267.10 8.715 8.715 198 10.93 267.11 8.800 8.800 199 11.14 267.12 8.891 ...... _--8.891 200 11.36 267.13 8.986 8.986 201 11.57 267.14 9.087 ---.. -9.087 202 11.79 267.15 9.192 9.192 203 12.00 267.16 9.302 9.302 204 12.16 267.17 9.415 9.415 205 12.31 267.18 9.529 -~---9.529 206 12.47 267.19 9.645 9.645 ·.07 12.63 267.20 9.763 9.763 08 12.79 267.21 9.883 9.883 209 12.94 267.22 10.00 10.00 210 13.10 267.23 10.13 10.13 Continues on next page ... TM 081021 Routing Hydrograph Discharge Table .Time Inflow Elevation ClvA Clv B ClvC PfRsr WrA WrB WrC WrD Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 211 13.51 267.24 10.26 10.26 212 13.93 267.26 10.40 10.40 213 14.34 267.27 10.55 10.55 214 14.76 267.29 10.71 10.71 215 15.17 267.30 10.89 10.89 216 15.59 267.32 11.07 11.07 217 16.00 267.34 11.26 11.26 218 16.31 267.35 11.46 11.46 219 16.63 267.37 11.67 11.67 220 16.94 267.39 11.88 11.88 221 17.26 267.41 12.09 12.09 222 17.57 267.43 12.31 12.31 223 17.89 267.45 12.53 12.53 224 18.20 267.47 12.75 12.75 225 19.41 267.50 13.00 13.00 226 20.63 267.52 13.28 13.28 227 21.84 267.55 13.46 13.46 228 23.06 267.59 13.67 13.67 229 24.27 267.62 13.90 13.90 230 25.49 267.67 14.15 14.15 231 26.70 267.71 14.43 14.43 232 27.64 267.76 14.72 14.72 ( 233 28.59 267.81 15.03 15.03 .34 29.53 267.86 15.46 15.46 235 30.47 267.92 15.98 15.98 236 31.41 267.97 16.51 16.51 237 32.36 268.03 17.06 17.06 238 33.30 268.09 17.62 17.62 239 48.42 268.18 18.34 18.34 240 63.54 268.32 19.25 19.25 241 78.66 268.52 20.46 20.46 242 93.79 268.77 21.91 21.91 243 108.91 269.07 23.53 -;..-~-23.53 244 124.03 269.42 25.29 25.29 245 139.15« 269.82 27.16 27.16 246 122.33 270.21 28.88 28.88 247 105.51 270.53 30.20 30.20 248 88.69 270.79 31.20 31.20 249 71.86 270.97 31.92 31.92 250 55.04 271.09 32.37 32.37 251 38.22 271.14 « 32.57 32.57 « 252 21.40 271.13 32.53 32.53 253 20.39 271.09 32.37 32.37 254 19.37 271 .. 04 32.19 32.19 255 18.36 270.99 32.00 32.00 256 17.34 270.94 31.79 31.79 257 16.33 270.88 31.57 31.57 258 15.31 270.82 31.35 31.35 259 14.30 270.76 31.10 31.10 i 260 13.86 270.70 30.85 30.85 .261 13.41 270.63 .30.59 30.59 262 12.97 270.57 30.33 30.33 263 12.53 270.50 30.06 30.06 264 12.09 270.43 29.79 . 29.79 Continues on next page ... TM 081021 Routing I Hydrograph Discharge Table .Time Inflow Elevation ClvA ClvB Clv C PfRsr WrA WrB WrC WrD Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 265 11.64 270.37 29.51 29.51 266 11.20 270.30 29.23 29.23 267 10.94 270.23 28.94 28.94 268 10.69 270.16 28.65 28.65 269 10.43 270.09 28.36 28.36 270 10.17 270.02 28.06 28.06 271 9.910 269.96 27.76 27.76 272 9.660 269.89 27.46 27.46 273 9.400 269.82 27.15 27.15 274 9.230 269.75 26.85 26.85 275 9.060 269.69 26.55 26.55 276 8.890 269.62 26.23 26.23 277 8.710 269.55 25.92 25.92 278 8.540 269.49 25.61 25.61 279 8.370 269.42 25.30 25.30 280 8.200 269.36 24.99 24.99 281 8.070 269.29 24.67 24.67 282 7.940 269.23 24.35 24.35 283 7.810 269.17 24.04 -----24.04 284 7.690 269.11 23.73 23.73 285 7.560 269.05 23.41 23.41 286 7.430 268.98 23.09 23.09 ( 287 7.300 268.93 22.77 _ ...... _-22.77 .288 7.200 268.87 22.45 -----22.45 289 7.100 268.81 22.14 22.14 290 7.000 268.75 21.83 21.83 291 6.900 268.69 21.50 21.50 292 6.800 268.64 21.18 21.18 293 6.700 268.58 20.86 20.86 294 6.600 268.53 20.55 20.55 295 6.530 268.48 20.24 20.24 296 6.460 268.43 19.92 19.92 297 6.390 268.38 19.60 19.60 298 6.310 268.32 19.28 19.28 299 6.240 268.28 18.96 1"8.96 300 6.170 268.23 18.65 18.65 301 6.100 268.18 18.35 18.35 302 6.030 268.13 18.03 18.03 303 5.960 268.09 17.60 17.60 304 5.890 268.04 17.19 17.19 305 5.810 268.00 16.78 16.78 306 5.740 267.96 16.39 16.39 307 5.670 267.92 16.01 16.01 308 5.600 267.88 15.64 15.64 309 5.560 267.84 15.28 15.28 310 5.510 267.81 15.01 15.01 311 5.470 267.77 14.79 14.79 312 5.430 267.74 14.58 14.58 313 5.390 267.70 14.37 14.37 I 314 5.340 267.67 14.16 14.16 ".315 5.300 267.63 13.95 13.95 316 5.260 267.60 13.75 13.75 317 5.210 267.57 13.56 13.56 318 5.170 267.54 13.36 13.36 Continues on next page ... TM 081021 Routing Hydrograph Discharge Table .Time Inflow Elevation ClvA Clv B ClvC PfRsr WrA WrB WrC WrD Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 319 5.130 267.51 13.11 13.11 320 5.090 267.48 12.78 12.78 321 5.040 267.45 12.47 12.47 322 5.000 267.42 12.16 -----12.16 323 4.960 267.39 11.87 11.87 324 4.910 267.37 11.59 11.59 325 4.870 267.34 11.31 11.31 326 4.830 267.32 11.05 11.05 327 4.790 267.29 10.79 -.. ..o ..... 10.79 328 4.740 267.27 10.55 10.55 329 4.700 267.25 10.31 10.31 330 4.670 267.23 10.08 10.08 331 4.640 267.21 9.859 -----9.859 332 4.610 267.19 9.647 9.647 333 4.590 267.17 9.442 9.442 334 4.560 267.15 9.245 9.245 335 4.530 267.13 9.054 9.054 336 4.500 267.12 8.870 8.870 337 4.470 267.10 8.692 8.692 338 4.440 267.08 8.520 8.520 339 4.410 267.07 8.354 8.354 340 4.390 267.05 8.193 8.193 ( 341 4.360 267.04 8.038 8.038 ,.342 4.330 267.03 7.888 7.888 " 343 4.300 267.01 7.743 7.743 344 4.270 267.00 7.603 -----7.603 345 4.240 266.99 7.467 7.467 346 4.210 266.97 7.336 1.336 347 4.190 266.96 7.209 7.208 348 4.160 266.95 7.085 7.085 349 4.130 266.94 6.966 6.966 350 4.100 266.93 6.850 6.850 351 4.070 266.92 6.738 6:738 352 4.040 266.91 6.629 6.629 353 4.010 266.90 6.500 6.500 354 3.990 266.87 6.200 6.200 355 3.960 266.84 5.933 5.933 356 3.930 266.82 5.695 -----5.695 357 3.900 266.79 5.482 5.481 358 3.340 266.77 5.269 5.269 359 2.790 266.75 5.021 5.020 360 2.230 266.72 4.737 4.738 361 0.000 266.67 4.335 4.335 362 0.000 266.62 3.883 3.883 363 0.000 266.57 3.478 3.478 364 0.000 266.53 3.146 3.147 365 0.000 266.49 2.849 2.849 366 0.000 266.46 2.581 2.581 367 0.000 266.43 2.365 2.365 I 368 0.000 266.40 2.166 2.166 .369 0.000 266.37 1.984 1.984 \ 370 0.000 266.35 1.820 1.820 371 0.000 266.33 1.691 1.691 372 0.000 266.30 1.571 1.571 Continues on next page ... TM 081021 Routing . Hydrograph Discharge Table .Time Inflow Elevation Clv A Clv B ClvC PfRsr WrA WrB WrC WrD Exfit Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 373 0.000 266.29 1.460 1.460 374 0.000 266.27 1.357 1.357 375 0.000 266.25 1.261 1.260 376 0.000 266.24 1.176 1.176 377 0.000 266.22 1.109 1.109 378 0.000 266.21 1.045 1.045 379 0.000 266.19 0.985 0.985 380 0.000 266.18 0.929 ~---.. -0.929 381 0.000 266.17 0.875 0.875 382 0.000 266.16 0.825 0.825 383 0.000 266.15 0.778 0.778 384 0.000 266.14 0.733 0.733 385 0.000 266.13 0.691 0.691 386 0.000 266.12 0.661 0.661 387 0.000 266.11 0.633 0.633 388 0.000 266.11 0.606 0.606 389 0.000 266.10 0.580 0.580 390 0.000 266.09 0.555 0.555 391 0.000 266.08 0.532 0.532 392 0.000 266.08 0.509 0.509 393 0.000 266.07 0.487 0.487 394 0.000 266.07 0.467 0.467 (e!95 0.000 266.06 0.447 0.447 96 0.000 266.05 0.428 0.428 397 0.000 266.05 0.410 0.410 398 . 0.000 266.04 0.392 0.392 399 0.000 266.04 0.376 0.376 400 0.000 266.03 0.360 0.360 401 0.000 266.03 0.344 0.344 402 0.000 266.03 0.330 0.330 ... End • Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 eHyd. No.3 TM 081021 Routing Hydrograph type Storm frequency Time interval Inflow hyd. No. Reservoir name = Reservoir = 100 yrs = 1 min = 2 -100-Year TM = TM Basin 2 -081021 Storage Indication method used. Peak discharge Time to peak Hyd. volume Max. Elevation Max. Storage Tuesday, Nov 18, 2008 =32.57 cfs = 251 min = 228,420 cuft -271.15ft = 71,857 cuft Q (cfs) 140.00 TM 081021 Routing Hyd. NO.3 --100 Year Q (cfs) -,-------,-------,,-----...,-------.-:,---------,----...,-------.,.--140.00 +-----j----___1f-----+-----HI--------jf-----+--~---+-120.00 ---1-------1----- 100.00 ----+----f-----+ 100.00 80.00 -i-----l-------1i------t-----~---j----___1~---+ 80.00 60.00 -t-----j-------,f-----+----------t------t----t_ 60.00 40.00 40.00 20.00 20.00 '~--=-4-:-.-:...r_~~~--I-----=+~~~~-, -_. 0.00 -.liGiiliii!!!::-__ ---L.. ___ ---L ___ ---1. ____ L-___ ...L-___ -l..;;::. _____ 0.00 o 60 120 180 240 300 360 420 -Hyd No. 3 -HydNo.2 III1I1I11 Total storage used = 71,857 cuft Time (min) • , \. '. Pond Report Hydraflow Hydrographs by Intelisolve v9.22 Pond No.1 -TM Basin 2 -081021 Pond Data Pond storage is based on user-defined values. Stage I Storage Table Stage (ft) Elevation (ft) Contour area (sqft) 0.00 265.80 nfa 1.10 266.90 nfa 4.20 270.00 nfa 6.20 272.00 nfa Culvert I Orifice Structures [A] [B] [C] [PrfRsr] Rise (in) = 24.00 0.00 0.00 0.00 Span (in) = 24.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Invert EI. (ft) = 265.80 0.00 0.00 0.00 Length (ft) = 19.81 0.00 0.00 0.00 Slope ('Yo) = 3.03 0.00 0.00 nfa N-Value = .013 .013 .013 nfa Orifice Coeff. = 0.62 0.60 0.60 0.60 Multi-Stage = nfa No No No Tuesday, Nov 18, 2008 Incr. Storage (cuft) Total storage (cuft) 0 0 5,189 5,189 48,591 53,780 31,626 85,406 Weir Structures [A] [B] [C] [0] Crest Len (ft) = 0.00 0.00 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00 WeirCoeff. = 3.33 3.33 3.33 3.33 Weir Type -_ ..... Multi-Stage = No No No No Exfil.(in/hr) = 0.000 (by Wet area) TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (8). Stage I Storage I Discharge Table Stage Storage Elevation ClvA ClvB ClvC PrfRsr WrA WrB WrC WrD Exfil, User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 265.80 0.00 0.000 0.11 519 265.91 0.08 ic 0.079 0.22 1,038 266.02 0.31 ic 0.311 0.33 1,557 266.13 0.69 ic '0.687 0.44 2,076 266.24 1.20 ic 1.198 0.55 2,595 266.35 1.83 ic 1.833 0.66 3,113 266.46 2.59 ic 2.591 0.77 3,632 266.57 3.45 ic 3.448 0.88 4,151 266.68 4.40 ic 4.400 0.99 4,670 266.79 5.43 ic 5.432 1.10 5,189 266.90 6.54 ic 6.536 1.41 10,048 267.21 9.89 ic 9.890 1.72 14,907 267.52 13.26 ic 13.26 2.03 19,766 267.83 15.150c 15.15 2.34 24,625 268.14 18.09 ic 18.09 2.65 29,485 268.45 20.08 ic 20.08· 2.96 34,344 268.76 21.88 ic 21.88 3.27 39,203 269.07 23.55 ic 23.55 3.58 44,062 269.38 25.10 ic 25.10 3.89 48,921 269.69 26.57 ic 26.57 4.20 53,780 270.00 27.96 ic 27.96 4.40 56,943 270.20 28.82 ic 28.82 4.60 60,105 270.40 29.65 ic 29.65 4.80 63,268 270.60 30.47 ic 30,47 5.00 66,430 270.80 31.26 ic 31.26 5.20 69,593 271.00 32.03 ic 32.03 5.40 72,756 271.20 32.78 ic 32.78 5.60 75,918 271.40 33.52 ic 33.52 5.80 79,081 271.60 34.24 ic 34.24 6.00 82,243 271.80 34.95 ic 34.95 6.20 85,406 272.00 35.64 ic 35.64 .( (. M E M 0 RAN 0 U M Date: April 1, 2003 To: Tim O'Grady From: Tory Walker, Water Resources Consultant Subject: Villages of La Costa -The Oaks South -Storm drain issues adjacent to proposed La Costa Town Center cc: Dave Hammar Ray Martin w.o. 2352-06 At your request, we have prepared this memorandum to clarify the general understanding of the drainage plan at La Costa Avenue and Camino De Los Caches. This understanding is based on our December 2001 Addendum1 to our Preliminary Hydrologf for The Villages of La Costa. The most important paints can be summarized as follows: 1. A 48-inch storm drain was deSigned crossing La Costa Avenue upstream of Camino De Los Caches. This storm drain was deSigned to convey undetained peak runoff from a portion of the La Costa Town Center site, including peak runoff from Rancho Santa Fe Road. This 48-inch storm drain is shown on the attached plans,'Drawing 397-1A, Sheet 12; and Drawing 397-18, Sheet 8, for The Vii/ages of La Costa. 2. A metal plate must be installed over the top 1.5 feet of the existing 10-foot by 5-foot box culvert under Camino De Los Caches, making the inlet 10- foot wide and 3.5 feet high to achieve the desired flood attenuation for your development. The work would be confined within an .existing storm drain easement, and may not require permission of the underlying landowner to improve the existing storm drain system. The plans prepared by this office do not include this improvement, and therefore the work has not yet been done. 1 "Addendum to Preliminary Hydrology for Villages of La Costa, The Ridge & The Oaks," revisea December 21, 2001 2 "Preliminary Hydrology for Villages of La Costa, The Ridge & The Oaks,· dated April 25, 2001 t w h.\correspondence\2352\6\memo J.27·03.doc we ##1/"., .,112003 7:03 AM ( • • '. One of the reasons for the addendum was to demonstrate the development of the project would not result in an increase in the 100-year storm at the downstream property boundary, even with a portion of proposed La Costa Town Center being included. The Addendum was also based upon a hydrology report prepared by O"Oay Consultants3• Since the Addendum was based upon those two previous reports, any significant changes to the hydrology of areas draining to La Costa Avenue in the vicinity of Camino De Los Caches would require additional hYdrologic analysis to ensure that the post-developed 100-year peak flows are still not greater than pre- developed peak flows. Specifically, two storm drain systems within Rancho Santa Fe Road were to discharge onto the La Costa Town Center site. Both of these systems were proposed to be extended by the La Costa Town Center project to the new 48-inch undercrossing. Changes to the tributary areas or drainage plans presented in the aforementioned O'Day report could alter-the results obtained in the Addendum, and would need to be separately analyzed . 3 "Hydrology and Hydraulic Study for La Costa Town Center Tentative Map," dated February 22, 2001 :t w h:lcorrespondencel2352161memo 3·27·03.doc "" 11#1111-. 41112003 7:03 AM l ( 1(- I I I I I k. I PlANNING ENCINEERING SURVEYINC IRVINE RIVERSIDE SANDIECO DAVE HAMMAR LEX WILLIMAN AlISA VIALPANDO DANA SEGUIN . i '. ~::7~i:~~~:k:~~ ~~ (858) 558-4500 PH (858)558·1414 FX www.HunsakerSD.com Info@HunsakerSD.com HUNSAKER &ASSOCIATES S "N 0 I £ C O. INC. 4r~ viL APDENDUM TO /plWtl~MY HYDROLOGY STUDY .. ~o~J_ ,..5 for ~, j~ILC(AGES OF LA COSTA \ ')f-e THE RIDGE & THE OAKS City of Carlsbad, Califprnia Prepared for: Real Estate Collateral Management Company clo Morrow Development 1903 Wright Place Suite 180 Carlsbad, CA 92008 W.O. 2352-11 August 16,2001 Revised October 23,2001 Revised December 21, 2001 R mond L. Martin. R.C.E. Project Manager Hunsaker & Associates San Diego, Inc. TRW:kd msword\h:\reports12352\001\add\add-03.doc wo23~2·11 ! ••• THE VILLAGES OF LA COSTA DEVELOPED CONDITION HYDROLOGY HYDROGRAPHPARAMETERS PRECIPITATION (from County Hydrology Manual and NOM Adas) Duration Fr 5-mln.15-min. 1-hr. 2·hr. 3~r. 6-hr. 12·hr. 24-hr. 1QO..YR 0.37 0.73 1.32 1.72 2.01 2.90 4.00 5.05 I sca CURVE NUMBER (from County Hydrology Manual) I <: : I .. ~ I • ISUB1 I(at Node 124) ISUB2 I~DeveloEed area at Node 105) LAND USE AREA SOIL CN LAND USE AREA SOIL CN OPENSPACe' (ac) {ael 45.3 D 86 OPEN SPACE' 94.3 0 88 MEo.RESlo. 0.0 0 88 MED.RESID. 61.4 0 88 TOTAL AREA 45.3 I 88.0 I(avg) COMMERCIAL 5.5 0 92 TOTAL AREA 161.2 187.0 ICavg) TOTAl AREA = 0.071 sq. mi. TOTAL AREA = 0.252 sq. mi. INITIAL ABSTRACTION (I. = 0.2S, where S = 1000/CN • 10) ISUB1 I. = 0.33 Inches ~ (from Rational Method results) ISUB1 Tc = 13.8 min. lag = 0.8 x Tc = 11.0 min. = 0.18 hrs. 1 Narrow/eaf chaparral I H:/ExceV18591101hydrograph parametersldev·1 I '{ -I ISUB2 I I. = 0.30 inches ISUB2 Tc ::; 18.8 min. lag = 0.8 x Tc = 15.0 min. = 0.25 hrs. 8114/2001 • THE VILLAGES OF LA COSTA DEVELOPED CONDITION HYDROLOGY HYDROGRAPHPARAMETERS PRECIPITATION (from County Hydrology Manual and NOAAAHas) Duration Fr • 5-mln.15-min. 1-hr. 2·hr. 3-hr. 6-hr. 12-hr. 24-hr. 100-YR 0.37 0.73 1.32 1.72 2.01 2.90 4.00 5.05 Scs CURVE NUMBER (from County Hydrology Manual) ISUB3-«Natural area at Node 105) !SUB4 Hat Nede 106· The Oaks) lAND USE AREA SOIL eN lAND USE AREA SOIL CN (ae) OPEN SPACE1 85.8 D 86 OPEN SPACE1 MEO. RESIO. 0 0 88 MEO. RESIO. (ae) 86 88 -=T~O=TAL-:-:-O:AA~EA~--:8~5-=.8---~""'1 8-::6~.0:-tI(avg) TOTAL AREA 6.2 0 102.4 0 108.8 ! 87.9 I(avg) TOTALAREA= 0.134 sq. mi. TOTAL AREA = 0.170 sq. mi. INITIAL ABSTRACTION (I. = 0.2S, where S = 1000/CN -10) , ISUB3 I. = 0.33 Inches LAG (from Rational Method results) ISUB3 Tc = 18.8 min. lag = 0.8 x Tc = 15.0 min. = 0.25 hrs. 1 Narrow/eat chaparral H:/ExceV1859110Ihydrograph parametersldev-2 ISUB4 I I. = 0.28 inches Tc = 15.2 min. lag = 0.8 x Te = 12.2 min. = 0.20 hrs. 811412001 / (( .• ' - .i I , Ii \;:. I • THE VILLAGES OF LA COSTA DEVELOPED CONDITION HYDROLOGY HYDROGRAPHPARAMETERS PRECIPITATlON (from County Hydrology Manual and NOAA Atlas) OuraDon Fr . 5-mln.15-mln. 1·hr. 2-hr. 3-hr. 8-hr. 12·hr. 24-hr. 100-YR 0.37 0.73 1.32 1.72 2.01 2.90 4.00 5.05 SCS CURve NUMBER (from County Hydrology Manual) tSUB? ICat Node 108 -The Oaks) ISUBS Uat Node 109 -The Oaks) LAND USE AREA SOIL CN OPENSPACE1 MED.RESID. TOTAl-AREA (ae) 30.3 0 10.2 0 4O.S 88 88 I 88.SI(avg) TOTAL AREA = 0.083 sq. mi. INITIAL ABSTRACIION (I. = 0.28, where S = 1000/CN -10) ISUB7 '. = 0.31 inches LAG (from Rational Method results) ISUB7 Tc = 23.9 min. lag = 0.8 x Tc = 19.1 min. = 0.32 hrs. 1 Narrow/eat chaparral H:/ExceV1859110Ihydrograph parameters/dev-3 I V· 7, LAND USE AREA SOIL CN OPENSPACE1 MED.RESID. HIGHRESID. COMMERCIAL TOTAL AREA (ae) 4.4 D 21.0 0 9.7 0 33.9 0 69.0 88 88 90 92 lM:!1(avg) TOTAL AREA = 0.108 sq. mi. ISUBS '. = 0.22 Inches ISUBI Tc = 14.1 min. lag = 0.8 x Tc = 11.3 min. = 0.19 hrs. 8114/2001 J I I ,J I .:.' , '.:" I • BEC-BMS Project: La COlta Oab .. ;:.' ,,'~: ,\- : .:.: ~.: ~.:' ':.' , II _ .a.. Buln Model: La Costa ~ .. ':. : :Projeot I :t.. Co.t. 0aluI 1t1m 111'... I :JlUD 5 ,. C. stU't of KUD & 01JuOO 0000 BUill lIodel I La co.t. Ou. .. de",. BDcS of KUD & 01JuOO 2400 Kat. JIoc!el I x.c:: .. 100-yr, 24-= BxecutiOD ~:lme I lUugOl 1334 CODtrol Speo. I CODtrol 1 Hydrologic :o:l.8aha:ge ~u. of Volume DraiDage .1a1MDt Peak :Peak (ae Are. (af.) ft) (.'1 a:I.) SUhb .. iIl .. l 92.000 01 Jan 00 1212 13.005 0.071 Reach .. l 91.511 01 Jan 00 121. 12.9" 0.071 SQbba8in.-2 28J.35 01 Jan 00 121. 67."4 0.252 SUl:lbuiD-3 150.05 01 Jan 00 121. 24.503 0.134 Junation"l 531.10 01 Jan 00 121. 84.953 0.457 .each-2 530.25 01 Jan 00 lUI 84.1" 0.457 SUl:lbuill-4 211.10 01 Jan 00 1213 32.153 0.170 Junatioza"3 731.33 01 Jan 00 121. 117.74 0.127 Keach-3 734.31 01 Jan 00 lUI 117.11 0.'27 SUlSb •• iD-, 14.531 01 Jan 00 1221 12.114 o.on .ruDatioza-2 791.30 01 Jail 00 1211 121.80 0.190 SUbba.iD .. I 151.57 01 Jail 00 1212 22.215 0.101 UliDO De 1..0. Coohe. 805.33 01 Jail 00 122' 152.00 0.791 i' • • IV -5 ·(?-~ .• I I " ...J I • mill * 9UmIIIaZy of a •• ult. foZ' Camino De Lo~ Coch •• stan of 'bD • 01JIID00 0000 Ba8l.A Model I La Coat. oaka -4 ... ID4 of IlUI:I. .uk :tAflow • 927.02 (of.) .uk OUtflow • 805.33 (of.) l)&ta/'fbie of .uk %Aflow • 01 07_ 00 1211 l)&te/'fm. of 'uk OUtflow I 01 o7aA 00 1224 ~tal lD!1ow • 152.01 Cae-tt) .eak .tor.g. I 3.043'(ae-ft) ~l OUtflow. 152.00 (ao-tt) .eak U ... Uca • 2".'5(ft) BMS * of Re.ult. Project: I L •. Coat. 0ak8 Rwl~IRwl' :(. StaJ:t of Rwl I 01JuOO 0000 Buin lIo4e1 I La Coat. oua -d .... be! of Run I 01JuOO 2400 s.t. HoeSel I LC -100-~, ,.u- bacut:l.oa. 'l'iM I l~gOl 1331 COAtrol SpR. r COAtrol 1 JIydrolog:l.o :o18ahaJ:ge 'l':S.:a. of Volume Dz'dnage Bl...mt Ie. Ie. (aa Axe. Caf.) ft) C.Q 111) SUhb .. :l.D-l 71.332 01 aD 00 0313 5.737' 0.071 bach-l 71.177 01 aD 00 031. 5.7374 0.071 SUhba8iD-2 22'.21 01 aD 00 0317 21.313 0.252 I SUhb .. :I.D-3 115.95 01 aD 00 0317 10.12' 0.134 .:J'Wlat:l.oa.-l U'.lI 01 aD 00 0317 37.151 0.457 Reach-2 U5.30 01 aaza 00 0311 37.JSI. 0.457 SUbbu:l.D-4 171.21 01 aD 00 0314 15.025 0.170 JuDcticm-3 511.11 01 aD 00 0317 52.11' 0.'27 Reach-3 571.17 01 aD 00 0311 52.912 0.127 SUbba.:l.D-7 52.105 01 aaza 00 0321 5.ff07 o.on .:J'Wlcticm-2 131.15 01 aD 00 031. 5'.143 0.190 SUbba.in-1 12'.'0 01 aD 00 0313 10.517 0.11l1 , ( 'am!l.DO De Loa C:oche. S91.11 01 aD 00 0322 61.230 0.791 1(. \' • 1'1-7 • JDI8 * SIlJIIDary of R.ault. for Cudno De Lo. COCIh •• Start of IWa I 01.raOO 0000 .. aill JIo4el I La Coat. oau -c!ft'. I 01.raOO 2'00 Met. 1104.1 I LC -100-yso. '-ha' IXeCutioo 1ft.. I lSIUgOl 133. Cootzol 'Pea. I CODtzol 1 leak Xdlow I 73'.51 (d.) leak OUtflow •• , •••• (cf.) J)&t./'fu. of leak 1Df1ow I 01 Ju 00 0311 J)&t./'fu. of .eak OUt:f1ow I 01 o1u 00 0322 'l'otal 1Df1ow I ".230 (aa-ft) .eak Itonp I 1.302'(&0-11:) 'l'ot.l OUtflow. ".230 (&a-ft) .eak .1watlOD I 251.II(fl:) III_tJ BEC-BMS Project: La COlta alb Basln Model: La Coat. . .... . 0'" J ••••• :. " :-. .. ' . .:,'; ..... . .... :-:", . :,' ", ',' :'" " ..... • ••• :. I." ". . .... . ' • " lIJ:O~ect I t.& Coata au. R\m Hame I ltWl , ( , .• StU'1: o:f K1m I 01JanOO 0000 Buill lI04el I La Coat. 0aJca -lSet. 'IDe! of Jl1m I 01JanOO 2'00 Ket. lIo4el I u: -100-yz', 2'-= :lxecutioa 'rime I 15AugOl 085' CcmtZ'ol Speca I CcmtJ:'Ol 1 RydJ:olog:l.o J)1achaZ'ge 'rime of Vol'UJ11e DZ'ainage .1G18Dt lIeak P.ak (&0 Az' •• (of a) !t) (aq ai) SUbbuiD-l n.ooo 01 .laD 00 1212 13.005 0.071 Rea.no:l.Z'-1 20.n1 01 .1_ 00 12'7 12.9t7 0.071 Reach-l 20.'71 01 JaD 00 1251 12.971 0.071 SUbbaaiD-2 219.35 01 JaD 00 121. '7.'" 0.252 SUbbaaiD-:J 150.05 01 JaD 00 121. 2'.503 0.134 .7UDat:l.cm-l &57.17 01 .laD 00 121. 84.9" 0.457 R..aah-2 U7.03 01 JaD 00 1211 84.'" 0.457 SUbbaaill-' 211.10 01 .laD 00 1213 32.853 0.170 R. ••• J:"Ii'oiZ'-2 1.95.21 01 Jan 00 1227 117.51 0.527 R.ach-3 1.95.U 01 Jan 00 1221 117.37 0.527 SUbbaaiD-7 t'.531 01 Jan 00 1221 12.1" 0.053 .:runaticm-2 553.7.& 01 Jan 00 1221 12t.5' 0."0 1ubbaa:l.n-8 151.17 01 Jan 00 1212 22.215 0.101 (I .amino De Lo. Coah •• 585.90 01 Jan 00 1234 151.71 0."1 lro:leat I La Co.ta 0aluI Run If... I 1lUD 10 /' -. Start of Ibm I 01JanOO 0000 Buill 1104.1 I :r.. co.t. ~ -det. lb14 of l\uA I 01JanOO 2400 Jlet: • Model I :r.c: -10 0 Ayz' , '-hi' beautioza 'lime I 15Au~01 085. COIlt:l'Ol Spea. JCOZ1tro11 Hy4rologia D:t.ahuge 'l!me of V01UM DraiDage :I1ement led: leak (&a Axe. (af.) ft) (.q 11:1.) - SUhba.iD-1 71.332 01 Jan 00 0313 5.73" 0.071 ae.eZ"V'OiZ'-1 11.001 01 Jan 00 0345 5.73" 0.071 ... Reaah-l 11.001 01 Jan 00 0341 5.7313 0.071 I SUhba.in-2 229.21 01 Jan 00 0317 21.313 0.252 SUbbuin-3 11S.15 01 Jan 00 0317 10.129 0.134 JuDotioo-l 311.33 01 .1_ 00 0317 37.110 0.'57 R.aah-2 381.11 01 .1_ 00 0319 37.1'2 0.457 I SUb!:I .. :I.D-' 171.21 01 JeD 00 0314 15.025 0.170 Re.eZ"V'OiZ'~2 451.0' 01 JeD 00 032' 52.1'7 0.'27 R •• c:h-3 US.JO 01 JeD 00 032' 52.'" 0.127 .., ~ SUb!:I .. :I.D-7 52.10S 01 JeD 00 0321 5.IS07 o.on .J JuDot:loo-2 50'.20 01 JeD 00 0325 51.'" o.no ! SUbb .. 1D-1 121.60 01 JeD 00 0313 10.517 0.101 '1 J'.Cam1DO De Le. Coc:h •• 541.90 01 Jan 00 0331 69.233 0.798 I ~ I • "/_ II ;---J • 4 ~ .!. &2 ! ~ o 600 .--... -5 400 -~ u: , 200 - I I I I • I • I . I ., I ,_.-._-.:.," ,-_._---_. __ ._._----_._-----, .. _'---_._---_ .. __ .. , .... --'--"--'" --_ .. __ ..• ~ I I ""-=r-' "." .. , I ft, J "- ..J I I J I • J . -, • I I . I • f- I- :- I- 260 j 250e. c .2 1U a; 240 m o I 'I" 1 .-==. I I I I I I I F BEe HMS 2400 0200 0400 0600 0800 1000 1200 1400 1600 1800 2000 2200 2400 Storage Elevation In f low 01 Jan2000 '-"'--.-.... .. ... -'-"--'---.----.. ---.. -.~-..... "-... -.. -_· __ .. _ .... · .... _·_ .. __ ·_·_-_·_·---1-............. _.-_ ..... -.. -... . ...... _._.' ................. . Cami,no De Los cochesl a.aln: L. Coat. O.ta .. de .. Run: Run 8 Time: 16Aug01. 08:66 • BII.I • SUZIIIIIaXy of R.ault. for CmaiDO De .r.o. Coah •• • tazt of aaa I 01~OO 0000 ZD4 of Iwm I 01JanOO 2'00 IuD ..... IuD J ... iD II04e1 I r.a Coat:a 0a.U -4et • Ket. IIo4el • r.c: -100-yr, 2'-= :lUc:lUtiOD 'me • 19u9Ol 1061 COIlUOl Spec. I COIlUol 1 peak lDflow • '51.72 Cd.) Date/'1iae of leak %Dflow • 01 o7IUl 00 1217 Peak O\itf1ow I 5'5.'0 (d.) Date/'1iae of leak O\itf1ow • 01 o7IUl 00 123' 'l'otal lDflow • 151.77 (aa-It) Peak atOZ'.p • S.UU(.a-ft) '1otal O\itflow • 151.7' (aa-It) leak al ... tiOll • 251.S0(lt) .. _ -.a.........J -.. L-...:-J L _ .. ~·l • ..a • _J. ~ •• _ .......... -.. -. -._ .... _._ ... _ ....... __ . __ . __ ._-.' ~ ~ -0:.., ._.J , ___ •..• : '0, -_ .. __ .--_._--_._.---_ .... _ ......... -........... _ .. . I I ., I -: -. --r [ 300 , , ~4- a:s - ~ .. 1-298 :1:. a , e ~ 2-I-C o 0 ~ ~~6~ -j ~ A ~ I-m o ~294 II I' I I' I I I' I"' I' 600 i 400 -~ u:: 200 01 I I I I I" I I I i I I I I· f 2400 0200 0400 0600 0800 1000 1200 1400 1600 1800 2000 2200 2400 HEC'!'-, - I Hl\1S Storage Elevation Inflow 01 Jan2000 '1 ... -. -.... --.-... ---.-.. :-... ---.. -.... -.. -._. -·--.. ·-·-·----·-·-·-·---------·-· .. ·T··· .. -·-·-------·--.-...... -.-.. -..... -..... -..... -... . .... -.... -........ Ae s e r v 0 it· 2 i Sa.1 n: La Co. ta Oaka -de •. I ,Run:. Run. . Time. 15Aug01. 08.57 c. • Stan of Jtwa I 01au.00 0000 DI4 of auza I 01au.00 2'00 IZeCUtloa ~t.e I l!Aug01 10'1 'JtUA .... I Jtwa t a .. lA IIode1 I La Coat. O&b -c!e~. Ket. 1104.1 I fA: -100-YlL", 2'-u COIlt~ Spec. • COIltZ'Ol 1 'uk %D!low I 512.25 (cfa) Dat:./~u. of leak %D!low I 01 .rasa 00 121. ,.ak OQUlow I "5.2' (cfa, 1)&t:./~t.e of leak OQt:f1ow • 01 07 .. 00 1227 ~tal %D!low I 117.72 (aa-tt) lIeak st:ozaQ. I ,.t:l.t7(aa-ft:) Tot:al outflow I 117.51 (aa-ft) lIeak at..atloa • 2t'.'0(ft) 1\1-!; --.... . ~ • ... -... . ... . .................... :.. ............ -. -. .._ ..... __ ..... _._ ... _._------_._._. __ ............. _ ...... _ ..•... _ ... -._ ... _ ......... _ ...• ~"\ ........ --. 3 r--r ~2 as -(J) CD ~ ~1 ~ .•. <-.=. 460 ~ 456 ~ ::::. c o 452:; ........... 1-448 to m 01 ,""'~ 100~~~~~~-.-.-.--.-.-r-.-~.-.-Ir-.-.~-.-.--r-r-T 80 --60 C/) '0 ........ ~ 0 u: 40 20 o Iii i 1::= I' I I I I ~ I I I r 2400 0200 0400 0600 0800 1000 1200 1400 1600 1800 2000 2200 2400 HEe Hl\tlS Storage Elevation In f low 01 Jan2000 . _. .. -.-.... ;~ ~ ;;~-;;;';:;-'-""-r~~' I • ;~. c. ~; ~~:~ •... I Run: ~un It det. I Time: 15Aug01. 08: 57 • HK8 * Bummar.r of R •• ult. for R ••• rvoir-l Project I r.a Coata Oalca JtuA .... I Ibm J Sta:R oe IUD I 0107IUlOO 0000 ... h IIo4el I La Cost. Oalca -lSet. ibid of IlUA I 0107IUlOO 2'00 Ket. JI04e1 I LC -100-J'Z', 24-bzo IIl1utClllt!.oa ,he I lUu.g01 lOU C=t=l Spec. I CCIlt=1 1 'uk %Dflow I 92.000 (afa) ,eak CNtf10w I 20.671 (d.) Date/'fiM of Puk XDflow I 01 .:r_ 00 1212 Date/'fiM of Peale OIltf101r • 01 07_ 00, 12" Total XDflOir I 13.005 (ae-ft) Peat Sto~ag. I 2.,,41(ae-ft) 10tal OUte~aw I 12.997 (ae-it) ,eat at..at!.= I ,'I.O'(ft) .., Q ~ \ : •• INC. = --- ---~ I I o • j , j • j , N.f.$. j t -----~ r-- t I · . ~. ".~ \ , • VILLAGES OF LA COSTA STAGE -STORAGE • DISCHARGE DATA DETENTION BASIN AT CAMINO DE LOS CaCHES 'n\ <'4" ~ .. ~. . fJ~.", r+' F \' ~@':"" ... ~ .I)'~''''''~~'.; ~:""i:; 1\ ... ·f'·~I. ~ f::~J~~ ... ~t/:r .. ~(illm"'l'G1JT:l1i1'~~?"'1'''~'~m''''''1 ~~i(ilI1.j~-.{tJ~J~_j~lffiiiTtJS~it.~~iJf!t. ~tw1<5fJlli,J 239.0 0.00 0.00 0.00 0.00 240.0 0.012 0.01 0.01 37 241.0 0.02 0.02 0.02 74 241.0 75 242.0 0.04 0.03 0.05 138 242.2 150 243.0 0.05 0.04 0.10 212 243.2 225 244.0 0.06 0.05 0.15 287 244.2 300 245.0 0.07 0.07 0.22 359 245.2 375" 246.0 0.09 0.08 0.29 423 246.4 450 247.0 0.11 0.10 0.39 481 247.8 525 248.0 0.12 0.12 0.51 534 248.7 570 249.0 0.14 0.13 0.64 581 250.0 0.16 0.15 0.79 624 251.0 0.28 0.22 1.01 666 251.2 675 252.0 0.40 0.34 1.35 704 253.0 0.52 0.46 1.81 741 253.2 750 254.0 0.64 0.58 2.39 775 255.0 0.74 0.69 3.08 807 V-2 -.... . oV •• ....... -, ... -_ .. _ .. -._" _ .. _ ..... _._ ... _._ .• .;;;:::-.-.. -.. -----_._. __ ... _--------_.--"--'''-'--'''-'-'''-'-'''' -' ..... _-.:...::.~" 700 .• [ 600 500 ~400 -=: 0 ~ 8300 200 100 HEC HMS o. a 2 4· 6 8 10 Stor~ge {acre-feet} . '. N\oJ,{,~J ... .._._ .. -............... _-'-"" .... ---._ ..... __ ..... __ . __ ._-------_._--_._-.--. __ . __ ... _--_.[--_. __ ........ -..... '-"-~"", ._--' . .. . Storage VS .. Outf low I 'Re s e r V 0 i r I At. C4Wl:v\o De Los COdlt .$ VILLAGES OF LA COSTA STAGE co STORAGE a DISCHARGE DATA • DETENTION BASIN AT CAMINO DE LOS CaCHES 239.0 0.00 0.00 0.00 0.00 240.0 0.012 0.01 0.01 35 240.8 63.4 241.0 0.02 0.02 0.02 75 241.9 126.8 242.0 0.04 0.03 0.05 136 242.9 190.2 243.0 0.05 0.04 0.10 198 244.0 253.6 244.0 0.06 0.05 0.15 . 254 244.3 270 245.0 0.07 0.07 0.22 300 245.1 306.4 246.0 0.09 0.08 0.29 341 246.1 342.8 I 247.0 0.11 0.10 0.39 377 • 247.1 380.4 248.0 0.12 0.12 0.51 410 248.2 415.6 249.0 0.14 0.13 0.64 440 250.0 0.16 0.15 0.79 467 251.0 0.28 0.22 1.01 492 251.7 507.2 252.0 0.40 0.34 1.35 . 515 253.0 0.52 0.46 1.81 538 253.6 550 254.0 0.64 0.58 2.39 559 255.0 0.74 0.69 3.08 580 255.9 597.6 256.0 0.91 0.83 3.91 600 257.0 1.08 .1.00 4.90 619 257.8 634 258.0 1.25 1.17 6.07 638 258.7 650 259.0 1.42 1.34 7.40 656 259.6 667.5 260.0 1.59 4.01 8.91 675 • * inlet modified with metal plate to 10-foot by 3.5-foot 1 ']'9.'-.... DATE. 08-14-2001 PILE DATE: 08-U-2001 I ~'( TIMB: 21.26.29 FILE NAME: LSCOCH!S e--CdWU'VlO de Los CoC.~,es .---------------f1 ~ 0 ~Q boe cfs c U L v INLBT BLEIl'. (ft) FHWA CULVERT ANALYSIS Kr-8. VERSION 6.1 SITE DATA CULVERT SHAPI, MATERIAL, INLJrl' Oll'l'LBT CULVERT BLBV. LENGTH (ft) (ft) RISI MANNING INLET (ft) n TYPB No·1 1 I 2 I 3 I 4 I 5 I 6 I 239.00 237.30 150.01 BARRBLS SHAPE MATERIAL 1 RCD SPAll (ft) 10.00 :I. SO .014 CONVBNTIOIfALI MOIAllY OF CULVERT PLOWS (ct.) ELBV (ft) TOTAL 1 2 239.00 0.0 0.0 0.0 '1.74 60.0 0.0 0.0 (( .74 120.0 0.0 0.0 .69 180.0 0.0 0.0 .74 240.0 0.0 0.0 2".99 300.0 0.0 0.0 246.51 360.0 0.0 0.0 248.32 420.0 0.0 0.0 250.31 475.0 0.0 0.0 253.10 540.0 0.0 0.0 256.00 500.0 0.0 0.0 0.00 0.0 0.0 0.0 SUMMARY OF ITERATIVE SOLlI'l'IOH ERRORS HI!AD HEAD ELBV (ft) ERROR (tt) 239.00 0.000 240.74 0.000 241.74 0.000 242.69 0.000 243.74 0.000 2".99 0.000 246.51 0.000 248.32 0.000 250.31 0.000 .253.10 0.000 256.00 0.000 <1> TOLERANCZ (ft) . 0.010 FILBI LSCOCHBS DATI. 08-14-2001 3 4 5 6 ROADWAY ITR 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 0.0 0.0 0.00 a 0.0 0.0 0.0 0.0 0.00 0 0.0 0.0 0.0 0.0 0.00 a 0.0 0.0 0.0 0.0 0.00 a 0.0 0.0 0.0 0.0 0.00 a 0.0 0.0 0.0 0.0 0.00 a 0.0 0.0 0.0 0.0 0.00 a 0.0 0.0 0.0 0.0 0.00 a 0.0 0.0 0.0 0.0 0.00 a 0.0 0.0 0.0 0.0 0.00 a 0.0 0.0 0.0 a . a OVERTOPPING PILBI LSCOCHES DATE: 08-14-2001 TOTAL FLON , PLON PLOM (chi ERROR (ch) ERROR 0.00 0.00 0.00 60.00 0.00 0.00 120.00 0.00 0.00 180.00 0.00 0.00 2400.00 0.00 0.00 300.00 0.00 0.00 360.00 0.00 0.00 420.00 0.00 O. 00 475.00 0.00 0.00 540.00 0.00 0.00 600.00 0.00 D.OO <2> TOLERANCE (t) . 1. 000 I I I I. I vC(1 DATI. 08-14-2001 ~TlMB' 21 .... " FILl DATI: 08-14-2001 FILS NAMI. LSCOCHES PERFORMANCB CURVI FOR CULVERT 1 -1( 10.00 (ftl BY 3.50 (ft») RCB DIS-HEAD-INLET OUTLET CHARGI PLOM (eta) 0.00 60.00 120.00 180.00 240.00 300.00 360.00 420.00 "5.00 540.00 600.00 WATER CON'nOL CONTROL FLOM NORMAL CUT. Otl'l'LBT BLEV. DBPTH DEPTH TYPI DEPTII DBPTH DEPTH (ft) (ft) (ft) cFb (ft) (ft) (ft) 239.00 0.00 0.00 O-NP 0.00 0.00 0.00 240.7. 1.7. 1.74 1-S2n 0.72 1.0. 0." 2U." 2." 2.74 l-SZn 1.12 1.65 1.05 242.U 3.U 3.69 5-S2n loU 2.16 1.51 241.7. 4.7. 4.74 5-SZn 1.77 2.62 1.87 24 •• 99 5.99 5.99 S-S2n 2.06 3.0. 2.19 246.51 7.51 7.51 S-S2n 2.33 3.U 2.51 241.32 9.32 6.95 6-S2n 2.60 3.50 2.80 250.31 11.31 8.39 6-SZn 2.83 3.50 3.05 253.10 14.10 10.31 6-S2n 3.10 3.50 3.27 256.00 17.00 12.31 6-S2n 3.50 3.50 3.40 TIC Otl'l'LET DIPTH VEL. (tt) (fpa) 0.00 0.00 0.91 9.37 1.36 11.42 1.72 11.89 2.03 12.83 2.31 13.69 2.56 14.32 2.79 15.00 2.99 15.5'7 3.21 16.51 3.U 17.65 11. inlet face invert 239.00 ft 11. outlet invert 237.30 El. inlet throat invert 0.00 ft 11. inlet ereat ((.{ .tTl DATA *'"*** CULVERT INVERT •••••••• *** ••• 150.00 ft 239.00 ft 0.00 ft 237.30 ft 1 LET STATIOJl INLET ELBVATIOIf Otl'l'LET STATION OUTLST ILBVATIOIf truMaBR OF BARRELS SLOPS (V/H) 0.0113 CULVERT LENGTH ALONG SLOPS 150.01 ft **** CULVERT DATA SUMMARY ************************ BARRSL SHAPB BOX BARRIL SPAN 10.00 ft BARREL RISIC 3.50 ft BARREL MATIRIAL CONCRETE BARRIL MANNING'S n 0.014 INLET 'rYPS CONVBN'1'IONAL INLET EDGS AND WALL SQUARJ: 20GI (0 DEQ. FLARE) INLET DEPRBSSION NONS V-G 0.00 5.26 2.ol3 3.10 3.57 3.93 4.22 4.48 4.70 4.89 5.09 5.26 ft ft 3 /' ;.1\ OATS. .TIMB. 08-14-2001 21:26129 FILS DATE: 08-14-2001' FILl NAMB. LSOOCHES TAn..WATBll ... __ .. REG1JLAJl CHANNBt. OlOSS SBCTIO • •••••••••••••••• BOTTOM WIDTH 25.00 tt SIDI SLOPI HIV (X.1) 2.5 CHAHNBL SLOPS VIR (tt/ft) 0.022 MANNING'S n (.01-0.1) 0.080 CHANNBL INVBJtT BLIVATIOY 237.30 ft CULVERT NO.1 OUTLiT INVU'1' BLEVA'1'IOJr 23'7.30 ft r······ UNIFORJI PLOW RATllIO ctJlVll 10. DOtfNSTRBAM CIlANHBL FLOII If.S ••• PROUDI DUTH VBL. SHIWt (ch) (ft) NUMBD (ft) (fl.) (p.f, 0.00 237.30 0.502 0.00 5.26 4.61 60.00 238.21 0.449 0.91 2.U 1.25 120.00 238." 0.469 1.36 3.10 1.87 180.00 239.02 0.479 1.72 3.57 2.37 240.00 239.33 0.485 2.03 3.93 2.79 1." 1 00 239.61 0.490 2.31 4.22 3.17 , i . .00 239.86 0.493 2.56 4.41 3.51 i.·i~l'OO 240.09 0.496 2.79 4.70 3.83 475.00 240.29 0.498 2.99 4.89 4.11 Soil" 00 240.51 0.500 3.21 5.09 4.41 601,. ~O 240.71 0.502 3.41 5.26 4.68 ROADWAY OVERTOPPING DATA l ROADWAY SURPACE EMBANKMEN'l' TOP WIDTH •••• USER DSPINKD ROADWAY PROPILB CROSS-SBCTION X Y COORD. NO. ft ft 1 0.00 263.20 2 220.00 260.00 3 435.00 256.10 4 640.00 260.00 5 720.00 261.50 PAVIm 80.00 ft \/-7 OBP~ DATEI 01-14-2001 G TIMBI 21119:17 1 PILE DATS: 01-14-2001 PILK NAMB': LSCOCHBS .'--------- C U L INLBT V BUN. iNO·1 (ft) FHWA CULVEJl.T ANALYSIS KY-I, VEJl.SIOR 6.1 SITI DATA I CULVEJl.T SJLUI, I OUTLET CULVERT I BARRKLS BLBV. LENGTH I SHAPI SPAll RISB (ft) (ft) I MATERIAL (ft) (ft) MATBRIAL, IHL&T MANHINQ INLB1' n TYP. I 1 I 239.00 237.30 150.01 , 1 RCB 10.00 3.50 .014 CONVKNTIONAL I I :2 I I , I 3 I I I I 4 I I , I 5 I I I I 6 I I , SUMMARY or CULVEJI.'1' PLOWS (ch) FILl. LSCOCHBS DATB. 08-14-2001 BLEV (ft) TOTAL 1 2 3 " 5 6 ROADWAY ITJl 256.00 600.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 '56.3'1 607.5 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 i( . ,.; 615.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 a t.~~ 622.5 0.0 0.0 0.0 0.0 0.0 0.0 0.00 a , .. 630.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 a 257. 637.5 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 25" 645.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 256. '," 650.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 a 259.20 660.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 a 259.62 667.5 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0 260.05 675.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 a 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OVEItTOPPIH(J StJMMAllY or ITERATIVB SOLUTIO. SRRORS PILEI LSCOCHES DATil 0'-14-2001 HEAD HEAD TOTAL PLOM t FLOW ELEV (ft) ERROR (ft) FLOW (ch) ERROR (cta) ERROR 256.00 0.000 600.00 0.00 0.00 256.38 0.000 607.50 0.00 0.00 256.77 0.000 615.00 0.00 0.00 257.16 0.000 622.50 0.00 0.00 257.56 0.000 630.00 0.00 0.00 257.96 0.000 637.50 0.00 0.00 258.37 0.000 645.00 0.00 0.00 258.65 0.000 650.00 0.00 0.00 259.20 0.000 660.00 0.00 0.00 [ 259 :62 0.000 667.50 0.00 0.00 "60.05 0.000 675.00 0.00 0.00 <l~ TOLERANCB (tt) . 0.010 <2> TOLBRAHCI (t) . 1.000 \/ -~ ~ CaW\;'t\Q de &t:J) Coc~c'-: Q :: 6'<30 r", 675 ct·: \ 3 l PI' ' DATI. 08-14-2001 FILS DATSI 08-14-2001 b .. \ TIMB. 21119:17 PIU NAMS. LSCOCHIS =e.ERFORMIINCI CURVE FOR CULVERT 1 -1 ( 10.00 1ft) BY 3.50 (ft» ReB DIS-HEAD-INLIT OtrrLBT CHARGK WATER CONTROL CONTRO~ PLON NORMAL CRIT. OUTLBT TIl PLON SLBV. DEPTH DEPTH TnB DEPTH DEPTH DEPTH DEPTH (cf.) 1ft) 1ft) (ft) <, .. > (ft) 1ft) 1ft) (ft) 600.00 256.00 17.00 12.31 6-S2n 3.50 3.50 3."0 3.41 607.50 256.38 17.38 12 .57 6-S2n 3.50 3.50 3,"0 3.43 615.00 256.77 17.77 12.U 6-S2n 3.50 3.50 3 •• 0 3.45 622.50 257.16 18.16 13.11 6-S2n 3.50 3.50 3 •• 0 3."8 630.00 257.56 18.56 13.U 6-S2n 3.50 3.50 3."0 3.50 637.50 257.96 18.96 13.6' .-S2n 3.50 3.50 3 •• 0 3.52 645.00 258.37 19.37 14 .00 "-S2n 3.50 3.50 3 •• 0 3.54 650.00 258.65 19.65 1".20 "-S2n 3.50 3.50 3."0 3.56 660.00 259.20 20.20 14.61 "-S2n 3.50 3.50 3."0 3.511 667.50 2511.62 20.62 14.113 "-S2n 3.50 3.50 3 ... 0 3.61 675.00 260.05 21.05 15.34 "-S2n 3.50 3.50 3 .• 0 3.63 rill. inlet face invert 239.00 ft El. outlet invert El. inlet threat invert 0.00 ft Il. inlet cr •• t f 'I . ~'.! lITI DATA .* ••• CULVERT NLIT STATION INVERT **.*.***** •• ** INLBT BLEVATION l OUTLET STATION OUTLBT ELEVATION NUMBER OP BARRELS SLOPS (V/H) CULVERT LENGTH ALONG r*·*· CULVERT DATA SUMMARY BARREL SHAPS BARREL SPAN BARREL RISS BARRIL MATERIAL BARREL MANNING'S n INLIT TYPI INLET EDGE AND WALL INLBT DEPRESSION SLOPS 150.00 ft 239.00 ft 0.00 ft 237.30 ft 1 0.0113 150.01 ft *** ••••••• ****** •• ****** BOX 10.00 ft l.SO ft CONCRETB 0.014 CONVENTIONAL SQUARB BOGS (0 DEG. ,LARS) NONB OUTLBT VEL. Ifp.) 17.65 17.87 18.09 18.31 18.53 18.75 18. !17 19.12 19."1 llI.n llI.B5 237.30 0.00 I· I" TIl VEL. (fp.) 5.26 5.28 5.30 5.32 5.34 5.35 5.37· 5.311 5.41 5.43 5.45 ft ft 3 08-10&-2001 21.19:17 PILI OATS. 08-14-2001 PILI NAMEI LSCOCHBS TAILWATER *** ••• REGULAR CHANNIL CROSS SBCTION •••••••••• ****.* BOTTOM WIM'H 25.00 ft SIOI SLOPI K/V (X.l) 2.5 CHANNBL SLOPI Vis (ft/ft) 0.022 MANNING'S n (.01-0.1) 0.080 CHANNBL INVERT ELEVATION 237.30 ft CULVER'l NO.1 OU'lLB'l IIfVBR'l BLBVA'lIOIl 237.30 ft ,**.* •• tlHlPORM PLOII RATING CURVB POR DOWNSTREAM CHANNBL PLOII If.S.I. PROtml I)BP'lB VBL. SHIn (ct.) (ft) NtlMBD (ft) (fl.) (p.f) 600.00 240.71 0.502 3.41 5.26 4.68 607.50 240.73 0.502 3.41 5.2' 4.71 615.00 240.75 0.502 3.45 5.30 4.74 622.50 240.78 0.502 3.48 5.32 4.77 630.00 240.80 0.503 3.50 5.34 4.80 637.50 240.82 0.503 3.52 5.35 4.84 V· 645.00 240.85 0.503 3.54 5 .• 37 4.87 ~.5'." 240.86 0.503 3.56 5.39 4.89 60.00 240.89 0.503 3.59 5.41 4.93 667.50 240.91 0.503 3.51 5.41 4.'6 675.00 240.93 0.504 3.63 5.45 4.99 ROADWAY OVERTOPPING DATA ROADWAY SURFACB PAVED EMBANKMEJrl' TOP WIDTH 90.00 tt ,.*.* USER DEPINED ROADWAY PROfILS CROSS-SECTION X Y COORD. NO. tt tt 1 0.00 263.20 2 220.00 260.00 3 U5.00 256.10 4 640.00 260.00 5 720.00 261. SO \ I _ I'" ., . . . )1< '.,. '51§~'; ,:' • '1 :E, • .".... .... . ,.' . loS BUILT' .. :,...-", . " .. " . . .... .. , .... .. •.• t. 'ft ... , ~.,.... " tr?D~:t _ .,DATE·· , ....... I <-... '. . ·,l-:::d~:.NG~tNe~·i?r~n~O~F-:--W ..... OR~K-A;...S-(i-. F-:"-- ,;. I '. :,. " ' I ". • , ~..E..~Jt~-.... ,~~ Tom R. McGannon RC~ 23956' DATE", " . , !(.' \ ~, ------1-----:--1. PLANS"'FOR THE,' IMPROVEMENT OF . : MISION,' 'ESTANCIA' (f::~~~~E) . . ' , SAN:rA',F·E' 'f(NeLLS ,C.T. 15-9(B).UNIT 2 ____ -+-:--_-1 APPROVED . ~ ~ ~. DATE /(l-a'-'II RE Z0S24 CITY ENGINEER SCALES AS -----+----II:===:::::::==~=:::::::==~ HORI~ .NOTED' -----+----1 OWN BY PROJ,ECT NO. ___ -+-_____ -1 CHKO BY DRAWING NO. FIELD BY e05-3 JOB No.1Q~ ' ... "' . '. \/-11 ~270~ ~ ~ ~ ~ , ---- . . ~~-• ___ ,I ~ .~. == .~. , ~ ..... . . ~ .. ~ G: '. k',-.~ ~ . '. ~ 1 . ~ ~ .. ~' .... C ~;i'~ ~. ~'!!:1 .~ ~ .~~ ,,~ I.ij ~ ~C .~ t.ii -J..-.t!!I I , , . _._-_ .. _ .... -- .TOPOF . PARAPET ·ELEV. ~Z~· '" •... • 0 • '. .. ..1" ........ :.... .-. L;':: .. :i . 7" • ::t. __ ~ --, ..-~ ------~--------------- .. , • FU7 . Z6() . .......... ':: .. ~ ... . , . . _ ................... . '. .. I .. ' 1..1._1.1.,. PARAPET 24.!1.1' j ! ; : ~. '. --. 260 1--'--~--'-'--'---+--~~--'-""T,l'\"I'7'l~-r __ ~-t---.~-.--.-.. -... . ... :. -, .-.. -_ ...... ~ ..... _ .. -._.-. .. , . i !. 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' ..... ..... ......... + + +LA (OS7A G-X I S. 7) IJ G D~~/A( AGE + + , " 1/ 1/ <> II ... + + • .. + / + II \I I II e-Ih 1\ \ 11+ \I' ~ , / 1/ / / + // / / 1/ / / + ..... ....... ' ...... .......... ......... -,.., + + + + • + • + .--~ .. -.... ----,..------------"""--~---'-------;.....----...... --------------.-..--,..,..~ . ...,-,..--- ©2012 O'Day Consultants, Inc. o o 0' , 'ir--J , ' I " I . I, ' , . , , J' , , I i~ ~o I 30' 60' I SCAlE: 1· = 50' LA COSTA TOWN SOUARE PROPOSED CONDITIONS DRAINAGE MAP 2710 Loker Avenue West Suite 100 Carlsbad, California 92010 760-931-7700 tox: 760-931-8680 OD<:lyConsultants.cam Civil Engineering Planning Processing Surveying SHEET 1 OF DESIGNED BY: J.T.,N.F.AM. DATE: MARCH 2012 DRAWN BY: G.M., J.S. SCALE: 1· = 60' PROJECT MGR.: -.JT..J..C~, __ JOB NO.: 101290-03 ENGINEER OF WORK: DATE: TIMOTHY D. CARROLL, JR. ReE: 55381 I \OOl017\_CommerclQl\Stormwater\Drainage\Proposed Drainage Area Map.dwg Apr 13, 2012 9.54am Xrefs: 1017lP01; 1090nstr; 1090NGRD, 1090nutl; 10177UTL; 1090NUTl-PH2; 1090NGRD-OS; 1090NGRD-PH2; 1090ng-txt; 109Ofgrd; 1090f5tr; 10ge \ \ --- ©2012 O'Day Consultants, Inc. 1.46 ~" f! f1 " ~' ,/ \~\ ~\ , \. , ,. \ \\ \ ',- i \ \\ \\ \\ J\ \, \ i , " f) \ "-..- O' 60' '1iiiiII;Z-5~~!!!!!!!ji • 30' SCALE: 1" ~ 60' LA COSTA TOWN SOUAR£ PROPOSED CONDITIONS DRAINAG£ MAP 2710 Loker Avenue West Suite 100 Carlsbad. California 92010 760-931-7700 Fox: 760-931-8680 ODoyConsultarrts.com Civil Engineering Planning Processing Surveying SHEET 2 OF DESiGNED BY: J.T •• N.F.AM. DATE: MARCH 2012 DRAWN BY: G.M.. J.S. SCALE: 1" ~ 60' PROJECT MGR.: LC, JOB NO.: 101290-03 ENGiNEER OF WORK: DATE: TIMOTHY O. CARROll, JR. RCE: 55381 1:\001017\-Commercial\Sto~mwater\Drainage\Proposed Drainage Area Map.dwg Apr 13, 2012 10:07arn v,,,,.,. f'\ "-'.;,, "' •• ,., _ <. '" -, _ 1n~" ,.,. 1 ~If' r. (1. n n p. 1 ,. , . , .. , '" PRESSURE PIPE SHALL HAVE WATER TIGHT JOINTS PER LIMITS SHOWN . . ENGINEER OF WORK ~ .. ,..I..Y~.t S'"h3;'~ RA OND L. MARTIN DATE" R.C.E:. NO. 48670 EXP.· 6/JOI04 . . HUNSAKER & ASSOCIATES SA.N DUGG. ,}.Ie, i'lANNNG 1OI'1t HueMekens s.t fNC»IEfRfNC SII'I Oiflso. Ca 9lm SUl\l£\'lNC I'H(&}sSHSOD fX(as:&)s5a.1414 R~~Ll INSPEC R #' BENCHMARK: DESCRIPTION; K-3D2. A STANDARD DISK STAMPED K 302 1935, SET IN THE TOP OF A CONCRETE POST ELEVATION: 533.39 NGVD 29 (MEAN SEA LEVEL) PER NGS DATA SHEET LOCATION: FOUND U.S.C.&G.S. BRASS DISC STAMPED "K302 1935" IN CONC. MON. POINT LIES 8.5' EASTERLY OF EASTERN BERM LINE ON RANCHO SANTA FE ROAD, 133' NORTHERLY OF ELECTRIC TRANSMISSION LINE POLE MARKED "TL23011" AND "TL1382S" AND APPROXIMATELY 1.2 MILES NORTHERLY OF THE INTERSECTION Of RANCHO SANTA FE ROAD AND LA COSTA AVENUE . . I SHEET I CITY OF CARLSBAD I S3HEOETS I t:::~t.:::t:::::::::::::::::::::::::+::::~:::+:::.~~::~~1~4~~==~E~NG~I~NE~E=RI=NG==DE=P=AmM==E=N=T==~~==~ DRAINAGE PROfiLES FOR: . RANCHO SANTA FE ROAD so LINE 8 AND 8-1 TO 8-5 . APPROVED j-:7 DAVID HAUSER . .J '~~~~~~~~==============t===t===t===~~ ~ ~ ~~ab ~_ Itu-\ .lob t>I •. II~" ,:::P~E~33~O~81==~P:~6-~3~O-=O~=j1r=D~EP~U1Y~C~flYg:EN=GI=NE=ERm~' ~~JE~~ ·~DJi::7J=E-I-"'INI=T1A::-L -I-"LL------'---------+;;;D.Ii:;;;JE~-;;;IN;;;IT1AL;;-t....,D;;;;"T;;;E-+;;:;INITlm.AL;;-1 rgRIIW~~~DD~BY~:.· AaP I . P3ROJ1EC9T O· 13D6RASWING 2NOC' ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL Ci1Y APPROVAL . . . . ! . * PRESSURE PIPE SHALL HAVE WATER TIGHT JOINTS PER LIMITS SHOWN ENGINEER OF WORK ONO L. MARTIN DATE: c. NO. 48670 EXP. 6/30/04 2 T1UNSAKER & ASSOCIATES SAN OliGO. INC. PlANNING 'IOV9 Huennem __ ENQNlEIRrlC san DIe~ ca '9m1 SUlV£YJNC ~IIO fX(8SB}S5801f14 4 _BENCHMARK: .------"A-S--B-U-'-'-LT-'-' -----., DESCRIPTION: K-302. A STANDARD DISK STAMPED ~ K 302 1935. SET IN THE TOP OF A CONCRETE POST / £"'1. .. L..--i~.1 ~~WAJb~Nh;~3'§~E~GVD 29 (MEAN SEA LEVEL) DATE LOCATION: FOUND U.S.C.&G.S. BRASS DISC STAMPED .E. -'!be.. 70 EXP e..-!>O-O'I "K302 1935" IN CONC. MON. POINT UES 8.5' EASTERLY OF EASTERN BERM LINE ON RANCHO SANTA FE ROAD, 133' NORTHERLY OF ELECTRIC TRANSMISSION LINE POLE MARKED "TL23011" AND "TL1382S" AND APPROXIMATELY 1.2 MILES NORTHERLY OF THE INTERSECTION OF RANCHO SANTA FE ROAD AND LA COSTA AVENUE • I -r-: ---' -43{} 7 I SHEET I CITY OF CARLSBAD I SH .. EIS I ~===~~==~~========================t===~===j====~==~~l=5~~===EN=G=IN=~=R=IN=G=D=EP=~~==ME=N=T==~~3~O~ DRAI~GE PROFILES FOR: • RANCHO SANTA FE ROAD SD LINE C AND C-1 TO C-4 ---_._---------_._. _~ .. ~ ______________ ._. ~-----~_ -r-' ..... ------ . ... .. ....•..•..... _-_ ... _ .. __ ._--------------------. __ .-----_._-----_ ...... _ ..... - ISHEzl F· CA L BAD ~::::t:::j:::::::::::::::::::::::::::~:::~t:::t::::~::j 4. ENGINEERING DEPARTMENT ~~~~P~RO~FiIL~ES~F~OR~.~========~======~ . ; JII PRESSURE PIPE SHNL HIVE If Eit T 'lIT JO/~rr.S PER UMrrS SHOWN I PROJECT EN NEER' K8 . DATE' 1117/02 "AS. BUILT" K STED K.302 19 • SET IN THE T<lP A CQNCRE·TE· P.OST J-~-+-_+-------------+--l--+--+-_f RANCHO SANTA F.E ROAD DETAILS BY' JH PROJECT MAN e NO.' ENGIN R OF WORK' DATEi .E. Ez',1.\l\Q t\ 1: G!I DATE ELEVATION' 5.33.39 NG 29 (MEAN SEA LEVEll PER NGS DATA S ET LOCATION' FOUND U.S.C.8<G.S. e S DISC STAM~E "K30 35" IN CONC. MON. . I-=:::-::::=:-:::~ _________ -I POINT LIES .5' EASTERLY OF EASTE LINE ON RANC SANTA FE ROAl?-133' NORTHERLY ELECTRIC TR SMI. ON LINt. POLE MAR E "Tl23011" 0 "Tl1382 "AND PROXIMATELY· . BStkipaft CA!1!12S 1.2 MILES N THERL Y OF THE INTE EC ION L-________ .:..-. _____ ...L..::=::.::-:~:::.:::::=:::..... ___ ....:.:;:::::..:::::::::::::.:.:....._.l..::.:fl!~:..:.::::;:,._ _______ ..!!:::.:.=_...J R COS TA FE ROAD AND LA COSTA AVENUE . , i . so UNf A AND A-I TO BY' P JEer NO. 3190 368-2 REVISION OESeR PTiON CITY APPROV .... . . i ". , . . --,-.~ __ ~':' .............. '~':'-L ...... : _.:;-_~'_.,, __ ~:i __ .J_~. ___ ~ __ ~,_c....___..~ .. _~~_~ ,._ .. ~,,_ •