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HomeMy WebLinkAboutCT 07-03; ROBERTSON RANCH PA 14; DRAINAGE STUDY; 2006-09-22• • • DRAINAGE STUDY FOR ROBERTSON RANCH EAST VILLAGE PLANNING AREA 14 Prepared by: Job No. 08-1245 Sept. 22, 2006 Revised: May 21,2007 Revised: March 26, 2008 Revised: September 30, 2009 O'DAY CONSULTANTS, INC. 2710 Loker Avenue West Suite 100 Carlsbad, California 92010 Tel: (760) 931-7700 Fax: (760) 931-8680 RCE C69848 Exp. 9/30/10 RECEIVED FEB 18 2010 ENGINEERING DEPARTMENT SECTION 1 SECTION 2 SECTION 3 SECTION 4 :.' . , TABLE OF CONTENTS INTRODUCTION AND PROJECT DESCRIPTION HYDROLOGIC CALCULATIONS Existing Condition Analysis Proposed Condition Analysis HYDROLOGY Modified Rational Method Description Program Process CONCLUSION Vicinity Map Runoff Coefficients Isopluvial Maps lOO-Year,6-Hour 100-Year, 24-Hour Intensity-Duration Design Chart -Figure 3-1 Overland Time of Flow Nomograph -Figure 3-3 Maximum Overland Flow Length & Initial Time of Concentration -Table 3-2 Nomograph for Determination of Tc for Natural Watersheds -Figure 3-4 San Diego County Soils Interpretation Study Master Plan Land Use Plan Hydrology 100 year Analysis Existing Condition Hydrology 100 year Analysis Proposed Condition (per Drainage Study for Robertson Ranch PA 16, 17 & 18 dated January 15,2008) 100 year Analysi~ Proposed Condition (for PA 14 only) (. SECTIONS SECTION 6 SECTION 7 SECTIONS Exhibit A Exhibit B Existing Condition Drainage Map Proposed Condition Drainage Map Hydraulic Calculations 100 year Analysis Curb Inlet Calculations Operators Manual, San Diego County Rational-Hydrology Program Package. Version 7.4, developed by CivilCADDICIVILDESIGN Engineering Software © (1991-2004), INTRODUCTION AND PROJECT DESCRIPTION The following Hydrology Study has been prepared to support the proposed Grading and Improvement Plans for C.T. 07-03, Robertson Ranch East Village, Planning Area (PA) 14. The project (Site) is located within Lot 4 of the Robertson Ranch East Village, Carlsbad Tract 02-16, in the City of Carlsbad, County of San Diego, State of California, according to Map No. 15608. The site is 3.65 gross acres, and more particularly located north of Glen Ave. and west of Wind Trail Way. A Preliminary Storm Water Management Plan was prepared for the entire Robertson Ranch project April 8, 2004 and most recently revised November 30, 2006 by O'Day Consultants and will be referred to hereon as Reference 1. A Storm Water Management Plan has also been prepared specific to the Planning Area 14 project dated September 30,2009 O'Day Consultants. A drainage study for Robertson Ranch East Village, CT 02-16 was prepared for the entire project July 30, 2005, revised June 26, 2006 by O'Day Consultants and will be referred to hereon as (Reference 2). The existing site has been mass graded per Grading Plans for Robertson Ranch East Village, City of Carlsbad Dwg. 433-6A (Reference 3). In this report, the planned mass graded site is referred to as "existing conditions." Another drainage study was done for Robertson Ranch PA 16, 17 & 18, CT 04-26 dated January . 15,2008, by O'Day Consultants and will be referred to hereon as (Reference 4). Said study quantifies runoff generated from P A 16 through 18 as well as P A 14 for the full developed condition. In this report, an excerpt from Reference 4 will be used for the "proposed condition." In addition, as a hydraulic capacity check for the down stream storm drain system in Wind Trail Way, a secondary hydrology calculations was performed by this study to verify that the runoff from P A 14 is not more than what is shown in Reference 4. See calculations in Section 4 and proposed basin maps in Section 5 for both of these proposed condition scenarios. HYDROLOGIC CALCULATIONS Existing Condition Analysis The project is located in the Los Monos Hydrologic Subarea (904.31) of the Agua Hedionda Watershed in the Carlsbad Hydrologic Unit in the San Diego Region. Currently, a temporary desiltation basin is planned on Lot 4. The temporary desiltation basin drains via a 24" RCP storm drain connecting to a 48" RCP Storm Drain System on Wind Trail Way, this storm drain system ultimately drains to an 84" Storm Drain (See Reference 1,2, & 3). A low-flow pipe connected to the 84" storm drain will carry the water across Cannon Road to the south into a bio-filter, vegetated swale, in Lot 7. The vegetated swale will perform as a flow- based BMP and therefore will be designed to mitigate the maximum flow rate of runoff produced from a rainfall intensity of 0.2 inches/hour for each hour of a storm event (Reference 1). See Section 3 for hydrologic calculations for existing conditions and Section 5 for a depiction of the hydrologic nodes and subbasins for the existing site. These existing condition calculations are an excerpt from the ultimate condition calculations in Reference 2. Under these existing conditions, P A 14 is mass graded and uses a C-value of high-density residential. The entire site drains to Node 2104, where the total calculated 100-year 6-hour storm flow rate is 92.31 cfs. The runoff from PA 14 only is 12.23 cfs. Proposed Condition Analysis 16 Single-Family residential units are proposed for Lot 4. The northern 7 lots will drain to Alander Court and enter the storm drain system via curb inlets at the low point. The runoff will then flow through the storm drain system until it reaches Node 2104. The southerly 9 lots will drain to Glen Avenue. Curb inlets on Glen Avenue just west of Wind Trail Way carry the flow to Node 2104 via an 18" RCP (See Curb Inlet Calculation, Section 7). Therefore Node 2104 was used as the ultimate confluence point. See Section 4 for these calculations and Section 5 for a depiction of the hydrologic nodes and sub-basins for the proposed site. These proposed condition calculations are an excerpt from the ultimate condition calculations in Reference 4. Under these developed conditions, at Node 2104, per Reference 4 the calculated 100-year 6-hour storm flow-rate is 92.26 cfs. The runoff from PA 14 only is 6.5 cfs. HYDROLOGY The hydrologic analyses are being performed according to the 2003 San Diego 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 is being used for the analyses. The Modified Rational Method is applicable to a 6-hour storm duration because the procedure uses Intensity-Duration Design Charts that are based on a 6-hour storm duration. In some cases, the 6-hour precipitation must be adjusted based on the ratio of the 6-to 24-hour precipitation. This will be performed where necessary. Modified Rational Method Description The modified rational method, as described in the 2003 San Diego County Flood ControllHydrology 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 2.6 inches and the 24-hour rainfall amount is 4.5 inches. le CONCLUSION The results of the analysis of the Robertson Ranch PA 14 show that after development, flow rates at the down stream confluence point will relatively remain the same. The existing flow rate at the downstream confluence point, Node 2104, is 92.31 cfs and the proposed flows rate is 92.26 cfs. The secondary runoff calculations in Section 4 depicts runoff from PA 14 is slightly less than reference 4 therefore, the existing downstream storm drain system in Wind Trail Way is capable of handling runoff generated from proposed P A 14. File: G:\Ol1014\Hydrology\P A 14 Hydrology\090930 1 st Submit\ PA 14 Hydrology.doc //-(' -'. PACIFIC · ,..... VICINITY MAP Robertson Ranch East Village PA 14 Drainage Study Soils Type and Runoff Coefficients Used in Analysis Existing Conditions County Elements C-Value Soil Type Mass Graded Pad High Density Residential (24 DU lAC.) 0.71 D Proposed Conditions County Elements C-Value Soli Type Single-family Residential Medium Density Residential (7.3 DU lAC.) 0.57 D ."--", ----:;-.. -.~---------• Sao Dieg~ Clun.drOIOgy Manual Scetion: 3 Date: 1une 2003 Pap: 6 of 26 Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Laud Use NRCS Elements JDodistIube(i Natural Teaain (Natural) .ow DeusilY Residential (LOR) .ow Deusity Residential (LOR) ow Deusio/ Residential (LDR) ledium ~ Residential (MDR) tedium Dep.sit;y Residential (MDR) :cdium Depsity Residential (MDR) . gb Dco.s~ Residential (HDR) ~trial (N. Com) : ~Uial(G. Com) . ~trial (O.P. Com) lU1letcial/fndustrial (Limited I.) CountY Element!! R.esideotial, 1.0 DU/A or less RcsidaJtiaJ. 2.0 DU/A or less R.esideatiaJ, 2.9 DUI A or less Heaideatial.4.3 DU/A or less RaidcatiaJ, 7.3 DU/A or less ResideoDal, 10.9 DU/A or Jess R.esidePtiaJ, 14.5 DU/A or less Residential. 24.0 DUiA or leas R.esideGtial, 43.0 DU/A ~ less NeigbboIhood Comawcial Gc:aaal Commacial Office ProfcssioDa1lCwl'llnaeial Limited bJdusUial Gcacral IndusIrial RuaoifCoeflicilmt "C" SoilTwe %lMPER. A B 0-0.20 0.25 10 0.27 0.32 20 0.34 0.38 2S 0.38 0.41 30 0.41 0.4S 40 0.48 ·0.s1 45 0.s2 0.54 SO O.SS 0.s8 65 0.66 0.61 80 0.76 0.77 80 0.76 ·0.17 85 0.80 0.80 90 0.83 0.84 90 0.83 0.84 95 0.87 _0.81 C D 0.30 0.35 0.36 0.411 0.42 0.46 0.45 0.49 0.48 0.52 0.54 OS'/. 0.57 0.60 0.60 0.63 0.69 0.71 O.;tS " 0.79 0.78 0.79 O.SI 0.82 0.84 0.85 0.84 0.85' 0.S7 0.87 . e -values ~ciated with ~ impavious may be used fw diRct caJclllatiaa of die iuuoff ~ u dea~ in ScaioD 3:1-.2 (IqUl'lSCDting the peMous runoff ficieot, Cp. for the soil type), or for areas tbatwjJl mataiD uadiscurbed m.porpduity. ~tiau.1DIIIt be pv. tbat tho .. wiD l'CID1Iin II8tUl'a1 forever (e.g., the area ~ ill Cleveland National Forest). 1\.."" dwe~ units per acre . '8 = N~ Resources CollSeJVation Semce . ~ i- 3-6 ,"" " :1,: . ~:7 • ,~ '-..C) • r6 II ~ '..... ..j.1 .:. • t..; '"'I"~ ar . --. !..:. rOo :q~ H , ... ~. ,. ;;.; .. 1"" ~ f .. ,+ I-", ,"- .!..\. H Lot. I-i..,. .," .;. I ~ H t ",. ~. 1- "'''' I.·" .1' :, ~. !: rl-1 . r Ii im"~'-:·r : ;~~.~:.~. i •• .i ~. ~ .. ;-i-!-~ ~l . T i') • :£ V"\ ;~ JJ -:.r c:!! , .. r··H 1-. : .. ' EQUATION I = 7.44 PI.,.o.846 HfI+Ioll!tHttllmt+ttttll~·: ==-~ DurIIIiDn HI:IIA ~DellgaCbllrt.T ...... h DlNatI __ AppI;iIIioD: .• (1) fa:tm.~map&cIIt8rn1ins 6 hi' and 24 hrarneu_ far1M •• c:ad.~. Thae ...... _ incILIdad Inti» Coun1r ............ (1O.50. and1OOyr1llilP5~ In the De8ign'" PIaGeduIII YanuiiII). (2)Adju&t6 av ........ (ifnec:essary) so that ~ i& ~in the IW9t of ... to 65% oflhe.24 hr precipitation (~ IIppIiGIIpIe fa o-rt). (3) PIaC i hi' ~ on the right aide of 111& cNll1. (4) Dmw.fiIe IhrDugh tb8 point paraDeI to the plotted 6»~es. (5) 'lhialine Ia the ~ curve for U1e laQitkm baing analyzed. ~fcInn: (a) a.acted fraquancy I DO year (b) Pi -= cis 6 In •• P24 = i.f::L .:! = 60. > ' %(2)> (0) "",11bid P6~)" A£... In. (d)fx" _nino (e) I-_ inJhr. NDit: This c:hart replaces the Intansit.y-OuraFrequencw GUIWII UI8d __ 1_. 3-1 "---"'~-'\"""",,_~.,/J '. 1001 1.5 I /6/// l.Y~..jtr 7f:Tf:n= . .1 30 I-~ W ::l W :z IJ.. 0 20 :E z -~ w (.) W Z ~ ~ g::: C/) § c W ...a ~ u.. 10'~ :) 8 ~ IX: w w ~ 5 s: • "0 EXAMPLE: Given: Watercourse Distance (0);; 70 Feat Slope (8) -1.3% Runoff Coafticiant (e) = 0.41 OVerland Flow Tune (T);: 9,5 Minutes SOU~E; Airport Drainage. FederaJ Aviation AdminiaIration. 1965 T= 1.8 (1,100C) Vi) IV'S .--,., . • FIGURE Rational Formula • Overland Tune of Flow Nomograph 3-3 ". '.:\~& rt i' \ (( , San Diego County Hydrology Manual . Date: June 2003 Section: Page: 3 12 of 26 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect wpere the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM» of sheet flow to be used in hydtology studies. Initial Ti values based on average C values for the Land Use E~ement are also included. These values can be used in pl~g and ,design applications as described below. Exceptions may be approved by the "R.egulating Agency" when submitted with a .. detailed study. Table 3-2 MAXIMUM OVE~~ FLOW ~ENGTB (LMl OF 50 .50 50 *See Table 3~1 for more detailed description '-. -. ... ....... -... , '" . ~.-'... . -'...... ....... .., .... -" ~ ' .. . ..' . . ~ ., . .. .. . ... { " ... ...... " :=-( Ie b,[g reet ir@ sooa To L 401lt b:e 3DOG 2001 . ~QUA1l!©J&a ~ (1:-ayu. :'§ 11ma of concentration (ltOuiS' !l'l WatafCGUJiU' Distance (mlfes, !l'l Change In elevation along . eJWI!!~IliiV& Il!r@~ ~aJ CSeIi Flgull'6 3--S)(feeQ TG Houn Minutes 4 2'4' 3 180 . ,2 120 t 10 50 L MI", Peet , -, , 200t ' 11at ' ,... " .. -, s 200 L Tc .URCE: California DI"lslon of Highways (1941) and Klrpich (1940) . ...... . ...... ... , .... ~. . .. - Nomograph for Determlnaflon of Time af Concentration (Te) or Travel nme (Tt, for Natural watersheds ( ;" '-: .. r..t. .. !),-", .. • ... "~,.I-PA 13/14 Alternative PA3 . 1~~~t.C. 6.o&i f.~ tots Us" 554 329 1,383 PA2::! Alternative Use 465 691 1,156 BllUl Alternative Uses 534 329 1,363 t: ~ \ ~ 13·ii~AC. 3. UI\c. 7.5 f.ft't.ots t .of':" ;r: .. ~ . :~ .-' I , WEST VILLAGE EAST VILLAGE fP'A.22 Mte~aJt!Ve ilJses 204~ ~. P~6 5.010 "~ts "1i---ii>A 22$ 4.3'Gi-osSAC. 32~e~l\.c. Faa'1lWes .PA 18 2~tB~C. 5.~s.lf~ts NOTES: '==1 . \ !o \ \ \ I D 2~~]Jfc. open Space *' ALTERNATIVE USaS AVAILABLE -SEE TEXT *'* SEE TEXT FOR DISCUSSION ,'i"'1 0' 150' 300' 600' ~.-"": fi * 6'1 ,'..-:::1 jZ:" :":::::::::i1 :.:,']' I, ij t... I t::;:::b;J I --L FIGURE No. U4 , \" ."!.".,;i':'!1;-!~1'i :~".,,:!: ' .. l :.;.,. . _. _ .. , •.•. ~., , '_~' __ ~' __ ."'.'" ____ r~~~5'!:~~.~A~:!)~~:~~ ~~¥.." ?_~~.!~; ! I~ II 'J ; 1\ <fiii' ~i~ ~/{;~i;::': .;;':.'~~~~;~':.',':'.::'~ '::. .:. ' ... '~' ' :. '~:",-::::::::-.::::,:,:=::::-,:::::':.-,:::",:,::,,:,:,:,:;:;:::':;;:--<::". ", .' ;:---~';~.:--:.~=.-...:..::=,'::: .. " . ..:.. .:::",,:"" :::'.::' ::'::7::-:' '::;:3:'::::' :':::":-:.:.:. '::~~ .:: ,': .. : -'::-=:'::":.::--:...::.:.--..... -. .. . .,.-: .. "-:-::":-' --" .... -" .. • "0_0 ..... " • ~ : . -------.-•• ----~--~.-.-.-~--.-.-.~" --~PI\GE i''!:>.:~~=~ ,i .... / .1> ., ~ w fi\ ,J ~ "a .'11 ,~~ .• ~-•. =.~ ..... "-" .. _ .. ~ ... ".+ .......... ____ ~ .. _" .. __ . _________ .. _~____ _ I ~. :·, •• ·.::·.·~.,.=-:~;.:.~~:~ .. :~~: ... ~'M: ... !1 ..... =;"':" '!' ;~i.; ".:7;·;:: ... ;.~:::---='~""~"'" .. _. __ .... ~_ .. " .. ________ .. _ """ .... ___ .......... __ ~_ _ .. ~_----:_:.:;.:;;;;;;..;:;;;;;. .. :;;;;;;;;;;,:::: .... ~'_:.:~~::::::~._ .:;;._ ';;::";;':::;,::::"-::":-"::: .~ •. , -..:::' --::==-~"-'-= ~o=-~~<''-= __ '_ (""'=~ __ ". ...... . ~ ,_ , I I ~ijiJ.50t;iJ@ {'it (i'""' . I'·~'. ~ ? ~ 'p . ('-(e -z. ~ -po -p ~-~ .- -z.. -;p \. \0 . ,A-···· ',' 11-\ ... A Jf\ \ I ~ • .I :0 '. .. ~.---... --............ '" -., . ........--:-:--'" ·1 . ~ ••. ----... -.. I . ---- '. ~;d.vc .~ . .1.:- ;. .. -~ ... . '. -.' '~"B0 ' -::.: .... "\ w " ; , ~\ .. ··• ... '7ei . .L?"; .~, .' " • nn",..,'" /e (~ . 0. " ,'(e' I 13.150 3.090 0.620 Results of confluence: Total flow rate = 26.886(CFS) Time of concentration = 14.558 min. Effective stream area after confluence 16.860(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2142.000 to point/Station 2156.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** upstream point/station elevation = 91.500(Ft.) Downstream point/station elevation = 82.800(Ft.) Pipe length = 350.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 26.886(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 26.886(CFS) Normal flow depth in pipe = 15.56(In.) Flow top width inside pipe = 22.92(In.) Critical Depth = 21.66(In.) pipe flow velocity = 12.47(Ft/s) Travel time through pipe = 0.47 min. Time of concentration (TC) = 15.03 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2156.000 to point/Station' 2158.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 82.800{Ft.) Downstream point/station elevation = 79.000(Ft.) pipe length = 110.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 26.886(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 26.886(CFS) Normal flow depth in pipe = 15.77(In.) Flow top width inside pipe = 18.16(In.) critical depth could not be calculated. pipe flow velocity = 13.88(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 15.16 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2156.000 to Point/Station 2158.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 16.860(Ac.) Runoff from this stream = 26.886(CFS) Time of concentration = 15.16 min. Rainfall intensity = 3.350 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++~+++++++++++++++++++++++ Process from Point/Station 2162.000 to Point/Station 2164.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Page 50 of 64 ,,(. .1 \ i Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = llO.OOO(Ft.) Highest elevation = 98.500(Ft.) Lowest elevation = 94.500(Ft.} Elevation difference = 4.000(Ft.) Slope = 3.636 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 3.64 %, in a development type 6f 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.05 minutes TC = [1.S*(1.1-C)*distance(Ft.)A.S)/{% slopeA(1/3)] TC = [1.8*(l.1-0.S700)*{ 9S.000A.S)/{ 3.636A(1/3)]= 6.05 The initial area total distance of 110.00 (Ft.) ~ntered leaves a remaining distance of 15.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.23 minutes for a distance of 15.00 (Ft.) and a slope of 3.64 t with an elevation difference of 0.5S(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3 )/(elevation change{Ft.»]A.385 *60{min/hr) = 0.225 Minutes Tt=[(11.9*0.0028A 3)/( 0.55)]A.385= 0.23 Total initial area Ti = 6.05 minutes from Figure 3-3 formula plus 0.23 minutes from the Figure 3-4 formula = 6.27 minutes Rainfall intensity (I) = 5.919 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.540(CFS) Total initial stream area = 0.160(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2164.000 to Point/Station 2160.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 94.500{Ft.) End of street segment elevation = 8S.000(Ft.) Length of street segment = 450.000(Ft.) Height of curb above gutter flowline = 6.0(In.) 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.S00(Ft.) Gutter hike from flowline = 2.000(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 '= 2.235(CFS) Depth of flow = 0.300(Ft.) I Average velocity = 2.906(Ft/s) streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.163(Ft.) Flow velocity = 2.91(Ft/s) Travel time = 2.58 min. TC = 8.85 min. Page 51 of 64 (I ((. , 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 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.739 (In/Hr) for a 100-.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.815 Subarea runoff = 3.323(CFS) for 1.270(Ac.) Total runoff = 3.863 (CFS) Total area = 1. 430 (Ac.) Street flow at end of street = 3.863(CFS) Half street flow at end of street = 3.863 (CFS) Depth of flow = 0.343(Ft.), Average velocity = 3.296(Ft/s) Flow width (from curb towards crown)= 10.342(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2160.000 to Point/Station 2158.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** upstream point/station elevation = 79.500(Ft.) Downstream point/station elevation = 79.000(Ft.) pipe length = ~9.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.863(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.863 (CFS) Normal flow depth in pipe = 8.31(In.) Flow top width inside pipe = 11.08(In.) Critical Depth = 10.02(In.) pipe flow velocity = 6.65(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 8.93 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2160.000 to Point/Station 2158.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.430(Ac.) Runoff from this stream = 3.863(CFS) Time of concentration = 8.93 min. Rainfall intensity = 4.714 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2168.000 to point/Station 2170.000 **** 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 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Page 52 of 64 ,,(Q. \.". '. sub-Area C Value = 0.570 Initial subarea total flow distance = 110.000(Ft.) Highest elevation = 94.100(Ft.) Lowest elevation = 92.500(Ft.) Elevation difference = 1.600(Ft.) Slope = 1.455 % 'INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.46 %, in a development type of 7.3 DU/A or Less In Accordance with Figure 3-3 Initial Area Time of Concentration = 6.79 minutes TC = [1.S*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1-0.5700)*( 65.000A.s)/( 1.4ssA(1/3)J= 6.79 The initial area total distance of 110.00 (Ft.) entered leaves a remaining distance of 45.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.75 minutes for a distance of 45.00 (Ft.) and a slope of 1.46 % with an elevation difference of 0.6s(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.»]A.3a5 *60(min/hr) = 0.746 Minutes Tt=[(11.9*0.008sA3)/(' 0.65)]A.385= 0.75 Total initial area Ti = 6.79 minutes from Figure 3-3 formula plus 0.75 minutes from the Figure 3-4 formula = 7.53 minutes Rainfall intensity (I) = 5.259 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.570(CFS) Total initial stream area = 0.190(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2170.000 to Point/Station 2166.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = . 92.500(Ft.) End of street segment elevation = as.OOO(Ft.) Length of street segment = 600.000(Ft.) Height of curb above gutter flowline = 6.0(In.) 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 = 2.000(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 = 3.463(CFS) Depth of flow = 0.3s7(Ft.), Average velocity = 2.629(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.022(Ft.) Flow velocity = 2.63(Ft/s) Travel time = 3.80 min. TC = 11.34 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 Page 53 of 64 .-(1. [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.040(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.556 Subarea runoff = 5.717(CFS) for 2.540(Ac.) Total runoff = 6.287(CFS) Total area = 2.730(Ac.) Street flow at end of street = 6.287(CFS} Half street flow at end of street = 6.287(CFS} Depth of flow = 0.417(Ft.), Average velocity = 3.033(Ft/s) Flow width (from curb towards crown)= 14.037(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2166.000 to Point/Station 2158.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** upstream point/station elevation = 79.500(Ft.} Downstream point/station elevation = 79.000(Ft.} pipe length = 5.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.287(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 6.287(CFS} Normal flow depth in pipe = 6.41(In.) Flow top width inside pipe = 11.97(In.) Critical depth could not be calculated. pipe flow velocity = 14.74(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 11.34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++*+++++++++++++++ Process from Point/Station 2166.000 to Point/Station 2158.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 3 Stream flow area = 2.730(Ac.) Runoff from this stream = 6.287(CFS) Time of concentration = 11.34 min. Rainfall intensity = 4.039(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 26.886 15.16 3.350 2 3.863 8.93 4.714 3 6.287 11.34 4.039 Qmax(l) = 1.000 * 1.000 * 26.886) + 0.711 * 1.000 * 3.863) + 0.829 * 1.000 * 6.2S7} + = 34.846 Qmax(2) = 1.000 * 0.589 * 26.8S6) + 1.000 * 1.000 * 3.863) + 1.000 * 0.787 * 6.287) + = 24.640 Qmax(3) = Page 54 of 64 1. 000 * 0.857 'I: 1. 000 -I: 0.748 * 1. 000 * 1. 000 * Total of 3 streams to confluence: 26.886) + 3.863) + 6.287) + = Flow rates before confluence point: 26.886 3.863 6.287 Maximum flow rates at confluence using above data: 34.846 24.640 29.716 Area of streams before confluence: 16.860 1.430 2.730 Results of confluence: Total flow rate = 34.846(CFS) Time of concentration = 15.158 min. 29.716 Effective stream area after confluence = 21.020(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++- Process from Point/Station 2158.000 to Point/Station 2172.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station-elevation = 79.000(Ft.) Downstream point/station elevation = 78.000(Ft.} pipe length = 165.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 34.846(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 34.846(CFS) Normal flow depth in pipe = 23.30(In.) Flow top width inside pipe = 30.07(In.) Critical Depth = 23.59(In.) pipe flow velocity = 7.78(Ft/s) Travel time through pipe = 0.35 min. Time of concentration (TC) = 15.51 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2172.000 to Point/Station 2104.000 - **** PIPEFLOW TRAVEL TIME (Program estimated size) **** upstream point/station elevation = 78.000(Ft.) Downstream point/station elevation = 64.000(Ft.) pipe length = 290.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 34.846(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 34.846(CFS) Normal flow depth in pipe = 17.22(In.) Flow top width inside pipe = 16.14(In.) Critical depth could not be calculated. pipe flow velocity = 16.50(Ft/s) Travel time through pipe = 0.29 min. Time of concentration (TC) = 15.80 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2172.000 to Point/Station 2104.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 21.020(AC.) Page 55 of 64 Runoff from this stream = Time of concentration = Rainfall intensity = Summary of stream data: 34.846(CFS) 15.80 min. 3.261(In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 49.391 15.45 3.309 2 34.846 15.80 3.261 Qmax(1) = 1. 000 * 1.000 '* 49.391) + 1. 000 * 0.977 * 34.846) + = 83.450 Qmax(2) = 0.985 * 1.000 * 49.391) + 1. 000 * 1.000 * 34.846) + = 83.514 Total of 2 main streams to confluence: Flow rates before confluence point: 49.391 34.846 Maximum flow rates at confluence using above data: 83.450 83.514 Area of streams before confluence: 26.170 21.020 Results of confluence: Total flow rate = 83.514(CFS) Time of concentration = 15.805 min. Effective stream area after confluence = 47 . 190 (Ac . ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2172.000 to point/Station 2104.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 47.190(Ac.) Runoff from this stream = 83.514 (CFS) Time of concentration = 15.80 min. Rainfall intensity = 3.261(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2178.000 to Point/Station 2180.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 Du/A or Less ) Impervious value, Ai = 0.650 sub-Area C Value = 0.710 0.000 0.000 0.000 1.000 Initial subarea total flow distance Highest elevation = 78.000(Ft.) Lowest elevation = 72.000(Ft.) Elevation difference = 6.000(Ft.) = 450. 000 (Ft.) Slope 1.333 % Page 56 of 64 . f. -,\ . INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:· The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.33 %, in a development type of 24.0 nU/A or Less In Accordance with Figure 3-3 Initial Area Time of Concentration = 5.14 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA (1/3)] TC = [1.8*(1.1-0.7100)*( 65.000A.5)/( 1.333A(1/3)]= 5.14 The initial area total distance of 450.00 (Ft.) entered leaves a remaining distance of 385.00 (Ft.) Using Figure 3-4, the travel time for this distance is 4.03 minutes for a distance of 385.00 (Ft.) and a slope of 1.33 % with an elevation difference of 5.13(Ft.) from the end of the. top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.»]A.385 *60 (min/hr) = 4.030 Minutes Tt=[(11.9*0.0729A3)/( 5.13)]A.385= 4.03 Total initial area Ti = 5.14 minutes from Figure 3-3 formula plus 4.03 minutes from the Figure 3-4 formula = 9.17 minutes Rainfall intensity (I) = 4.632 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff = 12.233(CFS) Total initial stream area = 3.720(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2180.000 to Point/Station 2104.000 **** PIPEFLOW TRAVEL TIME (program estimated size) **** upstream point/station elevation = 66.000(Ft.) Downstream point/station elevation = 64.000(Ft.) pipe length = 150.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.233 (CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 12.233 (CFS) Normal flow depth in pipe = 12.56(In.) Flow top width inside pipe = 20.59(In.) Critical Depth = 15.64(In.) Pipe flow velocity = 8.15(Ft/S) Travel time through pipe = 0.31 min. Time of concentration (TC) = 9.48 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2180.000 to Point/Station 2104.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.720(Ac.) Runoff from this stream = 12.233 (CFS) Time of concentration = 9.48 min. Rainfall intensity = 4.534(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No . (CFS) (min) (In/Hr) 1 83.514 15.80 3.261 2 12.233 9.48 4.534 Qmax(l) = Page 57 of 64 ;"(; (. (\. ", 1.000 * 1.000 * 83.514) + 0.719 i: 1.000 * 12.233) + = 92.311 Qmax(2) = 1.000 * 0.600 * 83.514) + 1.000 * 1.000 * 12.233) + = 62.325 Total of 2 streams to confluence: Flow rates before confluence point: 83.514 12.233 Maximum flow rates at confluence using above data: 92.311 62.325 Area of streams before confluence: 47.190 3.720 "Results of confluence: Total flow rate = 92.311(CFS) Time of concentration = 15.805 min. Effective stream area after confluence = 50.910(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 2104.000 to Point/Station 2182.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 64.000(Ft.) Downstream point/station elevation = 56.500(Ft.) pipe length = 122.37(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 92.311(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 92.311(CFS) Normal flow depth in pipe = 22.4S(In.) Flow top width inside pipe = 26.03(In.) Critical depth could not be calculated. pipe flow velocity = 23.44(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 15.89 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2182.000 to point/Station 2184.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** upstream point/station elevation = 56.500(Ft.) Downstream point/station elevation = S4.000(Ft.) pipe length = 52.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 92.311(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 92.311(CFS) Normal flow depth in pipe = 22.24(In.) Flow top width inside pipe = 30.94(In.) Critical depth could not be calculated. Pipe flow velocity = 21.67(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 15.93 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2184.000 to Point/Station 2186.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 54.000(Ft.) Page 58 of 64 I,. t '-/1 ~ / ~ iJ I 1= (i) <. RCi!flch... PA gj1@l~l3 ~~ 0:::."'1, ", F"r';I,'P1l"1(.·' /"'r/.::1e/ '1Ci'r I<.m~.t?lfr~"'~·~ , I J~' J v,' I h l,d" • ' "'" .. d I rJ~ d(d"~,~1 '-=;:f\~WltG~£f,-'> #5) 2t.t~ t' r:"~<:-,.<, '. ,'. ++++++++++++++++++++++++++++++++++++++++++++¥+++++++++++++++++++++++++ Process from Point/Station 2192.000 to Point/Station 2194.000 **** 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 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 436.620(Ft.) Highest elevation = 85.700(Ft.) Lowest elevation = 79.300(Ft.) Elevation difference 6.400(Ft.) Slope = 1.466 % Top of Initial Area Slope adjusted by User to 1.808 % Bottom of Initial Area Slope adjusted by User to . 1.808 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 1.81 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Ti~e of Concentration 7.00 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1-0.5700)*( 80.000A.5)/( 1.808A(1/3)]= 7.00 The initial .area total distance of 436.62 (Ft.) entered leaves a remaining distance of 356.62 (Ft.) using Figure 3-4, the travel time for this distance is 3.38 minutes for a distance of 356.62 (Ft.) and a slope of 1.81 % with an elevation difference of 6.45(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3 )/(elevation change(Ft.»]A.385 *60(min/hr) 3.379 Minutes Tt=[(11.9*0.0675A 3)/( 6.45)]A.385= 3.38 Total initial area Ti 7.00 minutes from 3.38 minutes from the Figure 3-4 formula Rainfall intensity (I)'= 4.276 (In/Hr) Effective runoff coefficient used for area Subarea runoff = 6.507(CFS) Figure 3-3 formula plus 10.38 minutes for a 100.0 year storm (Q=KCIA) is C = 0.570 Total initial stream area = 2.670 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2194.000 to Point/Station 2105.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 74.400(Ft.) Downstream point/station elevation 72.630(Ft.) pipe length 46.94(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 6.507(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow 6.507(CFS) Normal flow depth in pipe = 6.99(In.) Flow top width inside pipe = 17.55(In.) Critical Depth = 11.84(In.) Pipe flow velocity = 10.26(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 10.46 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2105.000 to Point/Station 2104.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = Downstream point/station elevation = 72 . 300 (Ft. ) 66.080 (Ft.) ~ipe length 78.03{Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 6.507(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.507(CFS) Normal flow depth in pipe = 5.73(In.) Flow top width inside pipe = 16.77(In.) Critical Depth = 11.84(In.) pipe flow velocity = 13.45(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 10.56 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2104.000 to Point/Station 2104.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 2.670(Ac.) Runoff from this stream 6.507(CFS) Time of concentration = 10.56 min. Rainfall intensity = 4.230(In/Hr) Summary of stream data: Stream No. 1 2 3 Qmax(l) Qmax(2) Qmax(3) Flow rate (CFS) 43.844 43.783 6.507 1. 000 * 0.991 * 0.771 * 1. 000 * 1.000 * 0.778 * 1. 000 * 1. 000 * 1. 000 * TC (min) 15.78 15.57 10.56 1. 000 * 1. 000 * 1. 000 * 0.986 * 1.000 * 1. 000 * 0.669 * 0.678 * 1. 000 * 43.844) 43.783) 6.507) 43.844) 43.783) 6.507) 43.844) 43.783) 6.507) Total of 3 main streams to confluence: Flow rates before confluence point: 43.844 43.783 6.507 Rainfall Intensity (In/Hr) 3.264 3.293 4.230 + + + 92.264 + + + 92.097 + + + = 65.516 Maximum flow rates at confluence using above data: • 92.264 92.097 65.516 Area of streams before confluence: 23.270 26.450 2.670 Results of confluence: ----»~ Total flow rate = 92.264(CFS) 'Time of concentration 15.783 min. Effective stream area after confluence = 52.390 (AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2104.000 to Point/Station 2196.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = Downstream point/station elevation 65.080(Ft.) 57 . 590 (Ft. ) pipe length 164.82(Ft.) Manning's N = 0.013 92.264(CFS) No. of pipes = 1 Required pipe flow Given pipe size = 48.00(In.) Calculated individual pipe flow 92.264(CFS) Normal flow depth in pipe = 18.07(In.) .Flow top width inside pipe = 46.51(In.) Critical Depth = 34.95(In.) pipe flow velocity = 21.33(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 15.91 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2196.000 to Point/Station 2198.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 57.260(Ft.) Downstream point/station elevation = 53.500(Ft.) pipe length = 61.77(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 92.264(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow 92.264(CFS) Normal flow depth in pipe = 16.71{In.) Flow top width inside pipe = 45.73(In.) Critical Depth = 34.95(In.) Pipe flow velocity = 23.71(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 15.96 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2198.000 to Point/Station 2200.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 53.170(Ft.) Downstream point/station elevation 52.800(Ft.) pipe length 36.85(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 92.264(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow 92.264(CFS) ;i " ,. ,. ----_._-_ ... _--- ___ ~/!(1g m4 -I:LZ.lo£..~; .,,~-Ik,.~~_"Il, 67 ~~_. __ . _______ . __ . __ --,-~ __ ., .. _ .. ___ -.~~- __________ II _._6(j17!iL_f1f;~_~_._QL~tJ = __ ._0 .~_g:$ ____ .. _ __. _____ _ II ~-;. J, S~{ -----------itM.------------.. --.----~-...... ---~... __ r ____ ~ ____ ..... ___ • _____ .... _______ ._- (.'!i "1-; 2 ~~ ...... _._ ... __ .. __ ~~_. __ ._ ..... __ . _ .. ______ ._. ______ ~.t p.. _________ . ___ ... _ .. _. ___ ... _____ .... ___ . _______ .. _______ .. _._._. _____ .... ____ . ___ . __ ._._. _______ . ___ . ___ . __ . _______ . _ 1! -------f-------I---:. _4-t1? __ Jk_, -----.-.------------.. --.-.------------...... -... -.. ---.-.-------... :,,------._--.--.-----.- Ii -----.. -----.--U .... ---.-----.-.. ---__ ~.-?-'._.-.~~~_~.-.. .Ml~-._ ....... "-" -_.-. -........... --.------.. -......... -.. -... --.---... --------.-------~-.. --. --.. -. -- .' " j! -' .. ~-.---.. --_A .. r·-.. ~r··----"'-"'-"~' .---...... -~ ..... '-"~'------"-'''''''-'''' .. ,. -_ ..... _ .. _ .. -...... _ ... -..... -.-.. -.-.-........ ~ ~ .. -.~.-... --..... -..... -.--"'"' .... --.. ~~ ....... -"''''''-'' .. I, _ ........... ____ .... _. E .. --Sc. .«3. /lQPL ;2.(0,'$.\ .. =: ... I t8.@.tNtL. . ..... _ ....... ___ .. _._ .. _____ .... _ .. __ .......... _._ ... _ .. __ .. _. __ ............ _ ..... _._. ___ .... _ .. __ .. . .. ... ..... __ . ____ ...l.( .",._"._.,,_ .... _ .... I.~.;:-.. ?.1t~ l.{_ ~ ... l.f..H(L~: .. ~.f~=_ .. ?~.?Z.j~g-.-... --.-__ ............... _ ....... _ .. ~_ .... __ ... __ ... .. . Ii _ •• ,, ___ •• __ R ___ ~~ ..... ~l _. . _. ... . ...... M·. • ••• h. __ ............. , ... _.. • ~._. __ •• . Q ". _ .......... _ .... __ , ... ; i--.. ../W ( Nqr;;-:~ .... ?~Os. ) .. ::. .... _ .. ~ .x ..1 .. !: .. A.. ..... . .. ..................... _ ......... _ .. _ ....... _._ ............. _ .. . _. ........ _..... ..... .. ........... ". .' ...... ~ __ JJ. .. ? 7 )(. ?~ J? .. ~. 2 .. Q4. .. ...... ....... ....... ......... .. .. __ . .. .. _ ..................... _ . . , ;: :: 4,6 :--I~ ............. -.... f.. . ...... --................. k ...... __ ........ -.................... __ .-..... --..... -........ --.. ----.............. _ .......... -........ . .. - . ...~ r 20 15 10 9 ~ 7 6 5 ~. -#. 4 -CI) Q. .2 3 U) 2.5 t) ~ 2 .... U) 1.5 n=0030 n = 0.015 n = 0.0175 6' I '8' figur~ 2~2 .1 ( , ..( \ ... 1 +-~~~--~-+--~--~~~-+~~~~~hU----------~----~ Figure 2-2 0.9 0.8 0.7 0.6 0.5 0.4 1 2 5 6 7 8 910 Discharge (tt3,S) 6-inch Gutter and Roadway Discharge-Velocity Chart 3 4 San Diego County Drainage Design Manual (May 2005) Page 2-13 20 30 40 50 , ---I! 17 III} ~=.4,,!§:!.,;r'7!'.,..{ ,~J IiI' Ie r'P:-£1-., &-r.. l,t, v~" l II, ,1 v ,,-~ ***-1: ** -I: **** ** * * "k* *** ***** '* *"i~*;(***':~ ** **** ~:.,,: * J**"i: **'-1: "it.: * "i~**-'l:* ** * **",:** "i':* * * -J:,': * i':* * ** * * O'Day Consultants, Inc. 2710 Loker Avenue West, suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 * * Inside Diameter 18.00 in.) * * * * * AAAAAAAAAAAAAAAAAAAAA A * Water * * * * * * * * * * Circular Channel Section Flowrate ................. . Velocity .. " . '" ......... . Pipe Diameter ............ . Depth of Flow ............ . Depth of Flow ............ . Critical Depth ........... . Depth/Diameter (D/d) Slope of Pipe ............ . X-Sectional Area ......... . Wetted Perimeter ......... . AR"(2!3) ................. . Mannings ' n ' ............. . Min. Fric. Slope, 18 inch Pipe Flowing Full ..... . 4.600 5.748 18.000 8.338 0.695 0.820 0.463 1.000 0.801 2.246 0.403 0.013 0.192 8.34 in.) 0.695 ft.) I I v CFS fps inches inches feet feet sq. ft. feet * * * * FUL-l-CAPAc-trr ~***************************************************************************** Q'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 * * * * Inside Diameter 18.00 in.) * * * * * AAAAAAAAAAAAAAAAAAAAA Water * * * * * * * * * -- A 16.88 1.407 I I v - - Circular Channel Section Flowrate .................................... 11.300 CFS Velocity ................ " .................. 6.563 fps Pipe Diameter .................. " ...... 18.000 inches Depth of Flow .......... " .............. 16.884 inches Depth of Flow .......................... 1.407 feet Critical Depth ............ " ...... " .. 1.282 feet Depth/Diameter (D/d) 0.938 Slope of Pipe 1. 000 !1-.......................... 0 X-Sectional Area ...... .. .. .. .. .. .. .. 1.722 sq . ft. Wetted Perimeter .... "" "" ........ 3.957 feet ARA (2/3) ...... " ............................ 0.989 Mannings 'n' ............................ 0.013 Min. Fric. Slope, 18 inch pipe Flowing Full ............ 1.157 % in. ) ft. ) * * * ___ -! • ___ . __ J~--_.C~._JNUT .. _ .. _CAPECJTr __ ... c:Ak.'A!kA1JO{j:2 2. __ . __ ._ .. _________ ._ ... __ . ___ ... ___ .~ __ ... . .. Ii . i; _ .. _ -. ___ ._. ____ . __ I·I_._~·_··_· .. --.-.. -.. ----." ... -.----....... -. -.. ' ... --.. ---....... -. -------.---.-.-----.------.--.-----'-.--.-.. II --.......... ---. .. -·--k ... --.... :L/oo .. =--. ?9?. ... IfJ./Hf:.., .. -.. --.. ' ....... --.-.-.. ---------.-.. _--.--.---.--~-. ,; I; C:: O.~7 ----.--------+1----.----...... ----,------.---.... ------.. _---.. ---.. ".----.. --.----.----. -.-, .. ~ .-----.--.-------.---~-d Ii " -·--..,.-----------·-H··---. __ .-' ... -.... ---.-.-----... ---...... -... ---.-... -.--.. ---.. -----.. -.. -._------.---.---- 1\ _._ .. _._.-U-._.CfL~_._LNt-E..,-_ .41::1J ____ --~ .. --.. '''--'-'' .... -.. _ ... __ ........... ___ ... _. __ . ___ ...... _. -.... _ ... __ . .. . .. I, ._-II .-... --.---~? OI.iZ:.. ~ ___ i.. __ t£f __ .4c-. :: __ J.._~I ltc, _________ ~L-_ ... ---.. --C&O?: C-}(/)t A: _ ~ ~ c~ !I __ .~_ L::: QL[0.7. _ .. ( 0.. 4-¥-/IZ] ____ ... _______ ~ _ -3,h:.i[O.1 (0.,,-;. + .;;;...,,:.()._3Z..J...)~_n]...I--______ _ ___ ._.. '11 __ ~ 'La I -t-6 . . __________ ' _._ .. Ii __ ._ ........ _ .... _._. __ ~--_-.-... -........ -----....... -!f$..L... ltL1-r _._~PlJ'~-_-_._---_------- II . -/[:.---_._[!._--_._----------"-, ----_._----_._-----_._. -_._-.. - .--~ ..... -~ .. ~-·-... ---..... rr~ ...... ---.. ·.-,--~ . "'-, ... --'~-" ......... "'---' _.---.. '-'~ .... -,.-.... -.-..... --... -. "' __ ~' __ 'R __ ~" -•••••• --••• -•••• ---••• -•••• "-"~"-'-'---"- Ii i! . .. -... -............. ----n--......... -...... --..... -.......... -----........... ---. '-" -.-.-..... .. ;i CLl~6 JNl.$-T *-F ;2 : ...... k __ ~_." __ ~_. _, __ ,,_ ;'~_""""'~' ._. _ •• _ •• _ _". __ ' -.'_ •• ~ _ "'._" ___ ....... ,._ • _ _ _ .. _, _ •• ___ ..... __ ••• ,,_ ••• _ ••••• _ ..... _._. __ ••• ____ • '._ •• ""_'.' __ ._ ••• _ • __ OM. ___ ••• ___ ........... __ • __ .... _ .. ___ .-.. JL .. _ ........ __ ... .... _ ... ;\~ .. O~4-~_ .~~_... ."... ...... _____ ........ ___ ... _ .... _ ....... _ . ___ ._ .. " __ " __ ...... __ ': .. . _ ...... , .. " __ .. ____ ... ~ ... _ .... _ ...... ___ ...... _ .. _ ... ~~ :: ..... c. .. : ... L~ A ... ;,._. I., .. () ... _. ~\ ....... __ ._ . __ .............. __ ...... __ ...... ___ . __ . ___ ._. __ ... .. "'" .. '---... --fi .. -. .... . --...... k.~.--.. Q.!L~·.1 (0 ... ~.y1~~1 .. ---.. ---.---... -.. -.-... --.. ,,---.--.......... -... -............ .. .. .... . .. _ ..... :~...... ., I~. 0/ (),7 (fJ. '6?;>..j-&.?~)3/2. . . ." _ . . ._... ...... .. ... ____ .. , ... __ .... _ ..... ". L. = .. J...~? ~ .. t:~ .. . ... .... . ........... . , ... ., r ~-' ., •••• :·1 ......... . f§ 59 CIVILDESIGN® HYDROLOGYIHYDRAULICS Operators Manual COPYRIGHT 1991-1998 JOSEPH E. BONADIMAN AND ASSOCIATES, INC. ALL RIGHTS RESERVED ..... REGISTERED TRADEMARKS ••• CIVIIDESIGN and CIVILCADD are Registered Trudemarks and are the exclusive properdes of Joseph E. Bonadlman and Assodates, Inc. •• DISCLAIMER "" Every reasonahle effort has been .ade to assure that the results obtained fro.. this CIVILDESIGN@lCIVD..CADD® software are correct; however, Joseph E. BonadDan and Assodates, Inc. assumes no responsibUifJ' for any results or any use made of the results obtained by using these programs. *** LIMITED WARRANTY *** Even til .... Joseph E. BonadUao and Assadates, Inc. has tested the CIVILDESIGN® CWILCADN software and reviewed this document, Joseph E. Bouadloum and Associates, Ine. makes no watTanW or representation, el.tber exposed or impUed, with respect to the ClVILDISIGNliClVlLCADH software, Its quality, perfol'lD8lKe, merchantability, or fitness for a particular purpose. 10 no event will Joseph E. B onadiman and Associates, Inc. be liable for direct, indirect, special, incidental, or consequential damages resulting from the use, or misuse, of the CMWESIGN® software, or for any real or discerned defects in the software or its documentation. CIVILDESIGN® Manual Page 1 In particular, Joseph E. Bonadiman and Associates, and/or CivilDesign Corportation, shall have no liability for any Erograms, or data stored or used with, or any products thereof produced by the CMLDBSlGNQ) software. The warranty and remedies set forth above are exclusive and in lieu of all others, oral or written, express or implied. No agent or representative of Joseph E. Bonadiman and As- sociates, Inc. is authorized to make any modification, extension, or addition to this warranty. *** DOCUMENTATION *** This document contains proprietary information which is protected by copyright All rights are reserved. No part of this document may be reproduced or translated to another language with the prior written consent of Joseph E. Bonadiman and Associates, Inc. The information in this document is subject to change without notice. PnnD? Overview Hydrology/Hydraulics Menu These programs are used to design open and closed channel structures and to perform hydrology calculations and analyses. Each program level is briefly described below, and in greater detail in subsequent sections of this manual. See Appendix A for initial diskette loading instructions, if you have not already loaded the programs onto your Pc. Enter CIVILD to access the Hydrology/Hydraulics Menu shown below. ~~ •• ~ •. , . .,.J':'>>>:V~ Q·1Y.JJ; CiADD1A;JY.l-LD.E:S I G" ::;:§..'»~~ •••• ,J: @HYD.gg.~g,Gl1ttY.Q~!1,!t;;1.c.~ PRO G R" II S : EngloeerlD8·Software Enter ,roaraa option desired ~ Menu item #1 is used to calculate storm run-off using the Rational Method. ClVlLDBSIGN Rational Method programs currently available include the Universal Method for use in any geographical area, and specific programs for use in San Bernardino, Riverside, San Diego, Kern (and City of Bakersfield), and Orange Counties, California. Also available is the Los Angeles and Ventura Counties rational method storm run-off programs for areas of 100 acres or less, and the Los Angeles County Modified Rational (FOGOl) program. See Section 1 for more information. Menu item #2 is used to calculate storm run-off using the Unit-Hydrograph Method. CWiLDESIGNUnit-Hydrograph programs currently available include the Universal Method for use in any geographical area, and specific programs for use in San Bernardino, Riverside, Ie Orange, Kern, Los Angeles, and San Diego Counties, California. See Section 2 for more information. (,' \~ Menu item #3 is used to perform storm run-off routing calculations, and is designed to assist the engineer in designing 01' evaluating channels, retarding basins, flow-by basins, or comput- CWILDBSIGNR) Manual { '. lIiydi'@i@gyIHylIRtl"Bl.uiil©$ M~linU!l. ( \ \ ing and displaying the resultant hydrograph after routing it through a channel, or combining the resulting hydrograph with another hydrograph. For Southern California users, this level also includes a routing program for Los Angeles County that models retarding basins using a F0601 Hydrograph file. See Section 3 for more information. Menu item #4 is used to access the Los Angeles County Water Surface Pressure Gradient . programs. The original mainframe programs are publlc domain programs from which these PC CIVILDESIGN versions were developed. We have written input and edit routines that allow you to enter and edit data without having to consider the specific main frame card format column locations for each data element. A Help routine has also be added to assist you. See Section 4 for more information on the L.A. County WSPG Programs. Menu item #5 is used to calculate either the flow capacity or the amount of flow in Irregular-shaped, Trapezoidal, and Box channels, in Pipes, and through Weir structures. Program can also calculate flow rates for U9 to 10 channel structures in a system, in either pressure or non-pressure flow, through a range of up to 100 depth steps. Program also analyzes street flow, with or without street inlets, and analyzes Pump/Turbines. See Section 5 for more information. Menu item #6 is used to quickly evaluate a single pipe under pressure or nonpressure r.onditions using various types of conditions. See Section 6 for more information. . (f.'~.nu item #7 is used to design a new sanitary sewer system or to analyze flows in an existing . system. In the design mode, the program calculates and tabulates the flow in each line and the total flow in the system, and calculates pipe sizes, slopes, and invert elevations. In the anaylts mode, it evaluates an existing system, determining pipe capacities (depth of flow) throughout the system. See Section 7 for more information. Overview of Hydrology Programs The present CIVILDESIGN hydrology program package consists of Rational and Unit Hydrol- ogy programs, the HEel single event hydrology progr~ and hydraulic programs such as HEC2 for open channel flow and the L.A. County Water Surface Pressure Gradient (WSPG) program for any type of open channel or closed channel (pipe or box) flow. To augment the unit hydrograph programs, a flood hydrograph routing program is available for the design of retarding basins, flowby basins, channel routing, and combining hydrograpbs. Note: The Army Corps of Engineers HEC programs are not included in the above menu, since they must be stored in separate directories on your system; however, they are available from CIVILDESIGN, or free, from http://www.wrc-hec.usace.army.mH. RATIONAL You will be required to enter a study or file name to start the program, and then the initial control data (such as rainfall data for the rational programs). The basic program options are to Build (or create) the file, Run, Correct or Add data to the file . ....... 1ilding a file: When building or creating the file, the program gives immediate answers to (.1." . operation accomplished, and then gives you the choice of rejecting or accepting the tesults. If you accept the results, the program adds this data to the input file and returns you to the operation menu. At any time in this process you may return to the main menu by typing D ___ '" i'. ('! I, Overview fiR or to the previous screen display by typing tID for back, or f[) for top of screen. Correct a file: The Correct (or Edit) File option will first review the control data. It will then display a list of the operations used or entered in the input file. You may select one item . from this list at a time and either correct the item, delete the item, or add a different operatiop. above or below the number selected. H an operation is being corrected, the program will read the data entered and display these values (dim display) by the questions. H the value displayed is correct, press the RETURN ~ key to use it. H the value must be changed, enter the new value, then press RETURN (RmJ and the old value will be over-written. . NOTE: The unit hydrology and the WSPG programs use different methods for editing data. In the unit hydrograph programs, you review the entire file starting from the beginning. At any point in the review you may return to the main menu, and any parameters changed will also be changed in the input file. . Add to a file: The Add option in the rational and routing programs scans to the end of the input data file to update the program with the results to that point. Then, you may proceed building the file with immediate answers to options shown on the screen as in the build mode. . NOTE: There is no add option in the Unit Hydrology programs. The input file MUST BE iC. COMPLETED to the end in order to run the program. Partially completed unit hydrograph ~' >-input files (user exit before completion), may be completed by using the Correct option. (. ( . Run a file: The Run option in all programs will run the input data file and output the results either to the screen, to a user designated output file, or directly to the default printer. When displaying the file to the screen, you must alternately use Ctrl-S to stop the display, or Ctrl-Q to start the display to review all of the results. When sending the results to the default printer, a STANDBY will appear on the screen while the program is writing a temporary output file. When creating an output file for later printing, some of the programs advise against using the SAME file name as the input file; other programs will name the file with the input file name and an ".OUT" extension. Mter creating the output file, you MUST EXIT to system level to view (VUE). print, or type the output file. Los AngelesNentura Counties Rational Method The above OVERVIEW of HYDROLOGY PROGRAMS does not necessarily apply to the Los Angeles County and Ventura County Ratlonal Method programs. Help files are included with these programs, which can be printed for permanent reference. See Section 1 for additional information. , (. Hya:l1rr@n@gylIHIydrrauHi~s MeIDlIlll ,( . (This page intentionally left blank) ...,. --.. /.==================== Section 1 Rational Hydrology Programs When rn is entered from the Hydrology/Hydraulics Menu (see Overview), the CRT will display the menu shown below . ••.. CI~mOID111CIVU:DESIGN Bngi neer! ng RATIONAL HEtlf66fiV/jR~t:OGY PROGRAMS: 0" .... ~".':: ~~:""~~ :-:~::::: ... Select number, then enter the menu number that corresponds to your requirement. Data Required: 'Generally, all rational programs require rainfall, soil type, type of development, and topo- graphic data for the area under study. RAINFALL: This data is included in the Orange and Riverside County programs; however" all of the other rational method programs require you to enter this data from rainfall maps for your specific area. The Universal Rational program allows two methods of entering rainfall data. y~u can enter rain-intensity data pairs starting from 5 minutes, up to approximately 180 minutes (or the maximum time of concentration used); or you can enter the rainfall and year (2 pairs required if the study year is not the same as the rainfall year), and a log slope of the' rainfall intensity-time line relationship. SOIL DATA: You will enter a type of development, i.e., 1/4 acre lots, along with the soil type (A, B, C, or Dj where A = sand and D = clay). The programs will compute a rainfall soil loss (. (erate(in/hr). Most of the rational programs also allow you to manually enter the soil data with . various options. The program then computes the soil loss rate. .' ( ie Rational Hydrology Programs TOPOGRAPIDC DATA: You should obtain a topographic map of the study area and delineate the tributary drainage subareas. Determine the Bll'ea in acres of each of these subareas, starting at the top of each stream, with an initial area not larger than 10 Acres or longer than 1000 feet of stream flow. The elevations of the top and bottom of each subarea and stream points should be marked, along with where the streams confluence (join each other). Program Operations: Upon accessing the selected Rational Hydrology program, the CRT will display the Main Menu shown on the next page (Note: some programs differ slightly from this display). i. (( '" When any of the above items are selected, you will be asked for the study NAME (tip to 6 characters). Each of the above items is described below. Create a New Study File You will be asked to enter the control data. i.e., the rainfall data, and other general criteria, parameters, and options that you want the program to use. Note: The Riverside and. Orange County programs have the rainfall data built into the program. Note: If your study involves streets and storm drains, you should use the storm event year that your approving agency requires for maintaining street flow within top-of-curb (normally a 10 year storm). By doing this, you can properly design the storm drain and street inlet sizes to carry the flow within top-of-curb and then check the designed system for maximum flow rate conditions (100 year storm). Mer the control data is entered, the CRT will display: Pand ,., Note: Only items 1 and 9 will appear in the above menu when the current stream flow rate is zero. Initial Subarea Input, Top of Stream: You must .start computations for a stream with an INI11AL AREA or USER INPUT of DATA at a point. Normally, the IN111AL AREA option is used .. However, if you are starting with a stream I (.that has a known flow rate into the stream area, the USER INPUT option would be used. The (-\: INl11AL AREA option calculates the time of concentration for the outlet of the initial area and . the corresponding flow rate. In most cases the initial area should be less than 10 acres and have a Dow distance that is less than 1000 feet long -Orange County is less. After the Initial Subarea data is entered, any of the above menu items 2 through, 8 can be selected and used. Each is explained below. Street Flow: With this option, the assumption is that in a developed area the stream is allowed to .now down a street until the street is flowing full (up to the top of curb, or to the right-of-way llite in 100 year storm events). You will be asked to enter the street cross-section for each reach of the street (see Typical Street Cross-sections examples, this section). The STREET FLOW option allows you to add the runoff generated by the areas adjacent to the street. It also can be used to model a V-GUTTBR street section which slopes towards the center of the street. After determining that the street is filled to the maximum desired depth, you would select one of the other menu items to install street inlets (catch basins) and storm drain pipe, or a channel. i\ ( TYPICAL RIGHT OF WAY I I STREET CROSS SECT! GUTTER. GRADE BR I I I I ~ GUTTER FUN AREA. til '" .O:SO~~-~~=_~*~, ~ GUTTER TO GRAOE BREAK. He.O lIS 'f CURB I I I L I SLaPe • .03 SLoPE •• 03 . I I I I I I I · INCH CUIUI i I zeRo GUTTER "10TH. cONSTANT SLcr! OF I I I I I I I I I I I I I I I L • .-.... _-:::---..... : ---------,..-----..:-- I 2 Ff 9\1. 2 1M HIKE I II F T PARKING. SLOPE· .01 I I I I I I I I I I I I I ~ ____________________ ~I I I I 8t.G'E • .021S 1 4 INCH CUM ~ ! : : SLOPE -0.00.: PARKING AREA I I I I~--~~--~-----JI~--I I I I ~BTREE : AQ'£ •• 031 -I; WIDTH OF:DEPRE8SION ~ I ~~--~~~-~-~----~-:,-- I ___ - - - -I -" STREET DEPRESSION FOR cum I~ CATCH BASIN .-' I _ __ DEPTH. IF DEPRESSION I I ,-~~--__ I I •-- -1'2 INCH LA - - - - -- - - _ _ 't!RAL PIPE --.. --I NOTE I "10TH OF STREET DEPftESS10N r ----_ . I MT BE GREATER THAN THE GUTTER - - - - - -.-- -L ..... " (. WIDTH BUT LESS THAN DIITNa I \ .... , FROn Clft8 TO QIWIE BREAK 'c. [ONS . "'n S. p. a ,_. . • -6-* HYDRAULICS REAK S T R E E T CENTER -CROWN . I -QIW)E BREAK TO CROIIN FLOU AREA. N fD .01lS ----~1 I GUTTER NOT DEFINED ------------------------------- .02 fROn CURB TO CROVN I I rr( • ..;.;... .. _' __________ ---11 TYPICAL STREET SLOPE BREAK ,-0 CROUN • .01lS ----------------" PARKING OR V-GUTTER NEMTIVE "OPE • -.01. FOR V-GUTTER r _ CR_08_8_S_EC_TI_ON_IlE'P_0RE_D_EP_AE88_ICIN_I8GL_ID_Ll_tEl ____ --1 S T R E E T WIT H IN LET ,,-..... ,/ , ---I 3611at' T! MIN DRAIN , .-... \ I ,( ( '-, ,./ < ..... - NOT TO SCALE FOR USE IN RATIONAL I HYDROLOGY PROGRAMS ( ( { • Rmti@ll1lw Hydrology Pll"«Dgll"allm Addition of Runoff: The ADD/110N of RUNOFF option uses the current sb.'eam time of concenb:ation for calculat- ing rainfall intensity. The added input area and development type is then used to calculate the amount of runoff or added flow from a subarea. This option can be used after using either the PIPEFLOW, IMPROVED or IRREGULAR. CHANNEL flow options to determine the time of concenb.'ation for the area flow being added. . Street Inlet + Parallel Pipe + Area: The STREET INLET + PARALLEL PIPE + AREA option is similiar to the STREET FLOW option, except it assumes that a street inlet is to be installed at the top of this street segment or reach. This option uses the under sb.'eet pipe flow travel time to determine the time of concentration used for rainfall intensity calculations. The following should be considered when using the STREET INLET option: The longitudinal slope of the street for inlet calculations is determined from the elevations entered for the stations or point numbers. This slope determines the depth of flow in the street and through the area of the street inlet. The capacity of the street inlet may be entered either manually or by using the D.O.T. HEC-12 manual calculations included in the program for curb inlets only. The program compares the street inlet capacity, and the capacity of the drain pipe(s) under the street. It then uses the lesser of the above capacities for the flow entering the street inlet, and assumes the remaining flow, if any, is continued in the street segment below the street inlet. If the D.O.T HEC-12 curb inlet calculations option is used, the following should be noted. The program uses the street cross-section or cross slope data entered for normal street flow. However, you may modify this data by entering a Street Depression (see Typical Street Cross-sections examples, this section). 'The depression must be at least as wide as the gutter, but no wider than the distance from the curb to grade break. The depression depth is subtracted from the. normal street gutter flow line adjacent to the curb, and added to the street cross section at the intersection of the width of the depression. The program then calculates the depth of flow through the depressed section and gutter to determine the curb inlet capacity. You will enter the length of the curb inlet. The program first calculates the length required for total flow interception, then calculates the efficiency or amount of flow intercepted using the length of the inlets that you entered. If the longitudinal slope of the street is less than one percent. the program considers this to be a sag location and calculates street inlet capacity using either the Weir or Orl/lce flow equations, considering the entered height and length of the curb opening. Curb inlets may be installed on both sides of the street if the normal sb.'eet flow was J. entered to flow on both sides. II' ,_ ", the pl'Ogram will calculate the pipe size required to handle the street inlet flow rate, or you may manually entel' the pipe size. The slope of the pipe is nOl'mally the same as the street; Section 1 howevel', you may override this value and enter a different pipe slope in percent. If a confluence point is reached when using this option, the program will continue the pipe flow(s) below the confluence point. Therefore, the option may be used immediately after a confluence point and the sum of the preceeding pipe flows will continue under the street. When designing a drainage system, the STREET INLET option provides a realistic method for design and evaluation of storm drain systems using streets, street inlets, and storm drain pipes. You may design the system using 10 year storm data, installing street inlets and,pipes at points where the street flow exceeds the top-of-curb. Then, you can evaluate the same system using a 100 year storm, at AMC III, holding the pipe sizes to those used with the 10 year storm. The program allows you to freeze the pipe sizes when revising the control data or changing to a 100 year storm.. It will then evaluate each street inlet, and limit pipe flow to a maximum pressure flow rate of that using the elevation difference as the head loss. The remaining flow will be left in the street. The results will show whether the depth of street flow exceeds the right-of-way limits. Pipe ~Iow Travel Time: The program calculates the size of pipes to the nearest 3 in. or 5 em that will handle a non pressure open channel flow using a Did equal to 0.900. It will handle circular or elliptical shaped pipes. If the User Input Size option is used, the program first evaluates the pipe as (Am open channel. If the pipe is too small for nonpressure flow, it shifts to pressure flow (,..:alculations and and will calculate the aproximate hydraulic grade line required at the pipe " entrance for pressure flow. Critical depth is calculated for open channel non pressure pipe flow. The pipe flow option calculates the time of concentration from the velocity and distance of flow. Improved Channel Travel Time: The program calculates the depth of flow, velocity, and travel time through a trapezoidal, rectangular or V-shaped channel. You may also specify a box channel, and if the depth of flow exceeds the height of the channel the hydraulic grade line is calculated for the entrance of the channel. The critical depth is calculated for non-pressure flow conditions. Travel tinie and a new time of concentration is calculated. Irregular Channel Travel Time: Irregular channel shapes (up to 3 flow lines) are entered using the X-V grid coordinates of the channel cross section. The procedures for entering irregular cross-section data are described on page 3 of Section 5. The travel time and a new time of concentration is calculated from average channel velocity and flow length. CO'nfluencing: When reaching a point where two or more streams join, the CONFLUENCE option must be used. Here, you enter the total number of streams that are joining, and the individual number I': the particular stream (number the streams starting at 1, in sequence up .to a maximum of \. I ~, '. Until the confluence is complete, you must start each added stream using either the ", INI77AL AREA or USER INPUT option and again route the added su'eams as appropriate down to the confluence point. After the last stream has been confluenced, you may continue routing the stream down to the next confluence point and adding subarea flow as necessary along with the routing process. When reaching the next confluence point, the sequence is started again. Note: The MAIN STREAM confluence option is normally not required. It should be used only when you reach a confluence point md any of the additional incoming streams contain confiuences upstream. Additional mcoming streams are defined as those that, have not already been entered to the confluence point. If the MAIN STREAM confluence option is used, you must number the mainstreams in sequence, starting at 1 up to a maximum of 5. For additional explanation of Main Stream Conflttenctng, see Junctions paragraph in Chapter 6, Section 11. Completing Each Menu Item: As you build the data file, the results for each option selected are displayed in detail on the CRT. Mter finishing the option and reviewing the results, you may: Accept the results, and the entered data will be stored in the data file. Change any, or all of, the data before it is stored. ,', • Select and use another option. . '( ( ( . , After all desired menu items have been run, you can complete the file by entering [RI or pressing the ~ key to return to the main menu. Reports There are three report options as show on the main menu. Item 2 on the main menu provides a detailed report that contains the same data as appeared when building the file. This report may either be sent to a printer, or to an output file for later viewing or printing. Item 3 on the menu provides a summary form report which requires a printer width of 132 characters. This report may also be saved as a file or sent to the printer. Item 6 on the menu provides only a listing of the control data and options that were entered into the data file. Calculations are not included. This report is useful when editing the file. Revising the Study Data File you may make changes to, insert options, or delete options that were used in the program. When Menu Item #4 is selected from the main menu, the control data will be displayed and .• wd be revised, if necessruy. Then a listing of the options used will be displayed by line (\ t._ mber. You can revise an option by entering its line number, add an option above or below . the entered option line number, or delete the option. If you are revising an option, the Palle B •• , .. ~. ' fiill usly entered data is displayed in reduced intensity, and if the data is O.K., just press : .. ;". If a change is required, enter the new data and the old information will be repl~ced. Add to Study Data File When this menu item is selected, the program will first run calculations for the existing data up to the last option entered, displaying the results on the CRT. This is necessary to update the previously entered data. Then the program shifts to the standard Build File mode, and you can then add new data. When the last new option has been entered, enter aD or press the mmJ key to return to the main menu. Special Notes: Detailed rational program output files require normal SO-character width paper. The sununary form printouts require 1~2-character width paper (15" wide, OR COMPRESSED FONT) . CMLDESIGNR) Manual Pnn~9 (This page intentionally left blank) • I J Page 10 ...... --------._" .- " .- .'" .... .'" " , .... .... , . >. '. . .., '. - " " ' , I 1-1 .;,) I'r i J , , , 't , t , " . , . , , " , ' .... .-• iu: " , . .. " SCA\E: 1· = 100' I V \. . - 1 OF 1 SHEET , ' . .', . '.- " " . " . 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