Loading...
HomeMy WebLinkAboutCT 2018-0003; MAGNOLIA BRADY; HYDROLOGY STUDY; 2019-06-10Hydrology Study Magnolia-Brady Brady Circle Carlsbad, California 92008 CT20 J 8-0003 G R20 l 8-004 7 DWG: 515-3A DWG: 515-3 Prepared For: Magnolia A3 , LLC 5 Hoya Street Rancho Mission Viejo, CA 92694 (914) 584-204 1 Prepared By: Civil andworks Civil Landworks Corporation 1 JO Copperwood Way Suite P, Oceanside CA, USA 92058 760-908-8745 Junel0,2019 RECEIVED JUN 2 7 2019 LAND DEVE_OPMENT ENG1NE:.ERING TABLE OF CONTENTS Section INTRODUCTION .......................................................................................................................... 1 DESIGN CRITERIA AND ASSUMPTIONS ................................................................................ I DISCUSSION ................................................................................................................................. 2 Existing Conditions ..................................................................................................................... 2 Proposed Conditions ................................................................................................................... 3 ANALYSIS and CONCLUSION ................................................................................................... 5 DECLARATION OF RESPONSIBLE CHARGE ......................................................................... 5 REFERENCES ............................................................................................................................... 6 ATTACHMENTS ATTACHMENT 1-LOCATION MAP ATTACHMENT 2-PRECIPITATION MAPS AND SOIL MAP ATTACHMENT 3 -EXISTING HYDROLOGY CALCULATIONS ATTACHMENT 4-PROPOSED HYDROLOGY CALCULATIONS ATTACHMENT 4B -PROPOSED CIVILD CALCULATIONS ATTACHMENT 5 -HYDROLOGY MAP -EXISTING CONDITIONS ATTACHMENT 6-HYDROLOGY MAP-PROPOSED CONDITIONS June 10, 2019 INTRODUCTION Drainage Study Magnolia-Brady Carlsbad, CA Determine storm water runoff and site drainage of a I 00 year storm event for the proposed 8 lots subdivision. The project site is located at the intersection of Brady Circle and Magnolia Avenue in Carlsbad. The project area is approximately 1.8 acres. The proposed site development consists of removing the existing single-family residential, and AC driveway to prepare the site for the construction of 7 homes on 7 lots, with l lot for storm water treatment and detention. Incidental underground utilities, hardscape and site landscaping are also proposed with this development. The site is in a residential area with site elevations range from approximately 158 to 147 free above mean sea level (msl). Although the site has a l 0 feet elevation difference, the site has a constant slope and does not exceed slopes of over 25%. See Attachment 1 for the Site Location and Vicinity Maps. DESIGN CRITERIA AND ASSUMPTIONS 1. The site soil classification as hydrologic soil type B and D. See Attachment 2. 2. Per the San Diego County Hydrology Manual (2003) Rainfall Isopluvial Map (See Attachment 2): • I 00 Year Rainfall Event -6 hours P6 = 2.6 inches/hour • l 00 Year Rainfall Event -24 hours P24 = 4.7 inches/hour 3. Per the San Diego County Hydrology Manual (2003) Table 3.1: 4. Hydrologic calculations were performed using the CIVILCAD/CIVILDESIGN Engineering software version 7.6 per methods as outlined within the San Diego Hydrology Manual (2003). The hydrology calculations for proposed and existing conditions may be found within the hydrology calculations section of this report. Page 1 June 10, 2019 EXISTING CONDITIONS DISCUSSION Drainage Study Magnolia-Brady Carlsbad, CA The site is developed with a single-family residence reside on the property. There is offsite runons from the school located to the east of the property draining westerly. The existing condition with comprise of two hydrologic basins, one for the subject property and one for the offsite runons. There is an existing grate inlet located onsite that connects to the public storm system on Brady Circle. Both onsite and offsite drainage currently drains toward the existing grate inlet. Bl e ow 1s a summary o pre-eve opmen en ena or f d t t"fith b. t property: e su ,1ec TABLE 1: 100 YEAR PRE-DEVELOPMENT CRITERIA Tc Area Node C (Min.) (acre) QlOO (cfs) 102 0.38 16.85 1.902 2.216 TOTAL 1.902 2.216 *The off site runons has a C value of 0.25 and the existing site has a C value of 0.38. Page 2 June 10, 2019 PROPOSED CONDITIONS Drainage Study Magnolia-Brady Carlsbad, CA The proposed conditions wi ll consist of 15 basins, see Attachment 6 for proposed drainage patterns. The offsite storm runons will be captured via brow ditches along the easterly property line. Majority of it will be pipe through Lot 5 to an existing public storm system on Brady Circle. A small portion will flow southward and discharges onto Magnolia Avenue via sidewalk underdrain. Eight (8) onsite basins will be graded to drain into a biofiltration basin, located in Hydrologic Basin 8 (PR-8), via sheet flow or through storm pipes for treatment and detention. After treatment, storm water will discharge into a proposed storm drain passing through Lot 5 into an existing public storm system on Brady Circle. Storm water will be detained and infiltrated within the biofiltration basin for smaller storm events, while larger storms will overflow into a storm control basin and discharge offsite. A I 00-yr emergency overflow outlet located at the south end of the biofiltration basin will be installed to allow storm water to flow west along Lot 7 toward Brady Circle. The observed infiltration rate, as documented in the Geotechnical r nvestigation for 1534 Magnolia Avenue, Carlsbad, California, prepared for Asthon 3, LLC by Geocon Incorporated, on January 17, 2018, was determined to be 0.20 inches per hour. The Geotechnical Investigation assumed a factor of safety of 2.0, which produced a design infiltration of 0.10 in/hr. However, per Form I-9, the combin ed factor of safety calculated as 2.19. This produced a design infiltration of 0.09 inches per hour. The infiltration rate based on Form I-9 (0.9 inches per hour) was used in calcul ation. The other seven (7) onsite basins includes runoffs from the pervious driveway and landscaping in the front yard, which will discharge onto Brady Circle. Ultimately, all proposed improvement drainage onsite and offsite ends up in the same location, the public storm system on Brady Circle, as the existing condition. The proposed biofiltration was sized and design to satisfy both stormwater quality and the increase of the 100 year storm from pre-existing conditions. The orifice was sized primari ly for the 100 year storm to mitigate the increase. The software Civi lD was used to produce the 6 hour hydrograph and hydraulic calculations for the orifice and infiltration was utilized when using the routing calculation function in the hydrology software. A draw down calcu lation resulted in a draw down less than I day. See Attachment 4B for calculations. Page 3 June 10, 2019 The proposed hydrologic conditions are summarized below: TABLE 2: 100 YEAR POST-DEVELOPMENT WITHOUT DETENTION CRITERIA Tc Area Node C (Min.) (acre) QlO0 (cfs) 904 0.67 6.31 1.627 4.942 112 0.35 5.00 0.044 0.11 122 0.35 5.00 0.035 0.08 132 0.35 5.00 0.035 0.08 142 0.35 5.00 0.035 0.08 152 0.35 5.00 0.036 0.09 162 0.35 5.00 0.044 0.11 172 0.35 5.00 0.044 0.11 TOTAL 1.900 5.602 Drainage Study Magnoli a-Brady Carlsbad, CA *The offsite runons has a C value of 0.25 and the proposed site varies in C value from 0.35 to 0.65, with the detention hydro logic basin having a C value of 0.29. The proposed development without detention will increase peak flow rates by 3.386 cfs. The propose d h d 1 . d"f . db I 1y ro og1c con I ions are summarize eow: TABLE 2: 100 YEAR POST-DEVELOPMENT WITH DETENTION CRITERIA Tc Area Node C (Min.) (acre) QlO0 (cfs) 904 0.67 12.59 1.627 1.422 112 0.35 5.00 0.044 0.11 122 0.35 5.00 0.035 0.08 132 0.35 5.00 0.035 0.08 142 0.35 5.00 0.035 0.08 152 0.35 5.00 0.036 0.09 162 0.35 5.00 0.044 0.11 172 0.35 5.00 0.044 0.11 TOTAL 1.900 2.082 The proposed development with detention will decrease peak flow rates by 0.134 cfs. Page4 June 10, 2019 ANALYSIS AND CONCLUSION Drainage Study Magnolia-Brady Carlsbad, CA A hydro logic analysis has been conducted for the subject for a 100 year storm event. The main eight (8) hydrologic basins will drain into the biofiltration basin for treatment and detention. The other seven (7) hydrologic basins will be self-retainin g and self-mitigating, therefore, no treatment system, but will discharge onto Brady Circle. Detention routing was performed to reduce the proposed improvement flow rates to lower than the existing condition. lt is anticipated that the proposed development wi ll not result in any adverse impacts to the existing public storm system. DECLARATION OF RESPONSIBLE CHARGE I, hereby declare that I am the Engineer of Work for this project, that I have exercised responsible charge over the design of the project as defined in section 6703 of the business and professions code, and that the design is consistent with current standards. I understand that the check of project drawings and specifications by the County of San Diego and City of Carlsbad is confined to a review only and does not relieve me, as Engineer of Work of my responsibility for project design. ENGINEER OF WORK: Civil Landworks Corporation 110 Copperwood Way Suite P, Oceanside CA, USA 92058 David V. Caron R.C.E. 70066 Exp. 9-30-20 6-10-19 Date Page 5 June 10, 2019 REFERENCES I. City of Carlsbad Storm Water Manual 2008. 2. San Diego County Hydrology Manual (June 2003). 3. San Diego County Drainage Design Manual (July 2005). Drainage Study Magnolia-Brady Carlsbad, CA 4. Web Soil Survey, San Diego Area, California. United States Natural Resource Conservation Service. 5. CIVILCADD/CIVILDESIGN Engineering Software, © 1991-2006 Version 7.6. San Diego County Control Division 2003 Manual Rational Hydrology Study. Page 6 ATTACHMENT 1 LOCATION MAP Ill.Tr; 12/26/17 = 1"•5000' SITE LOCATION MAGNOW AVE MAP "'~ ~ o0"' ~ ~"'~~ ~ ~ <?p "'~ l>-C,~ ~\ ~"'~ ,1>1 ,,./'\ \ I SITE VICINITY MAP "'"' 12/26/17 s:,u, 1•-500• MAGNOUA A VE <X<A .. l!'t. A. GR! ATTACHMENT 2 PRECIPITATION MAPS AND SOIL MAP SITE LOCATION P6=2.6 -0 0) (1 ,,.. 8 i.. ... -~ I 33"00' -----t---';c,;;;----::::-:-:::-:::::15¥Vr....r::.::..,_.w..4:.c.£t-f~:..J.;:,f.::.:;::::-_\.,..:,=..--+....:-.-i--ci--H;1--°:.J::i.e--4.:.._.l.--------l--+'.........---33•00· 32°30' 0 "' ~ "' ~ i.. ... .... .~··~. ... .. . ! ih::~\ 3 "Cl CD -, ~ County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event -6 Hours lsopluvial (inches) DPW *GIS ~.:.:::.=-- N n«lw.PIS~wmo.tl'WAA#Wa'rC)l"AHrlQIC),vn,a!)Cll'RfSI 4 g:~~,muaNOT~~~~AAAAHnts ~s...acs.M~"--"-n.,,....~~.-........._ ... INCl,\,O~ E=.,~i,., ............. ._.....,. n.~_, ....... .,,__.,....,, .... i,_,__..... .... ..-.,.....i~n-.... ...... s 3 0 3 Miles ,._ "' .., ~ 33•310'---"'0:..:..r:::.an'-""'e::...+'-----.=::::;,=~---+--------+---------l--------+-----------t----33•30• County, Riverside County .. ~1~;;·:}fli) ~ ,/, ····· : __ :.-::·.·:···.·:_~_~.~.~.~.;.•!:,!,_:_\:,,···;,,···:··:·•···.. :<~::.·.~;; __ ··:··:-.·-... · ____ <··::.:-;\( .:::::~,;·_:' < .. :::)it:::;-.... ........ ~·-....... ::~ ,,_ ~. 11~\ ;>\ ) <) 33•15;~----+----'M-.,..;_-+cc:,1-..,.;..~,.,,:.c-~,..;--+=io...--++---------3~~---,-.b"---:'-_..:-'--=--::--t-M-~-'-:-'!:'-=it--·_::_::_::..,::i.-':,.~·_\..,. ... -:--f~::::"=:'~~:G .......... :i311s• SITE LOCATION P24=4.7 ·-.... ··········· -·------- :": ;;:: :::;~I:i) 33•00· __ ..;_ __ +_.....,:'.~"'·------ti:E~f.'-....::....:..,_......,,......JH--:....p.!.F-1;,i--,:;.::...._.i,_~:s._~+.:.-..;--~,:...;.--:-1,'<:::-~!---:....,t-........,!Hl...---::'.':-:?'4--':-:_-t-'--33•00· , .. ;ft \l(: ······ \ ·. ,.d ,'!(' . ·• ) ;) \ \\::·<:~: \ .. : 32°45' -~........:.--J------..'._--=---f~~~~JJ;!!~~:J;;.J;:;.,.::.~--4~,.:J---'-;;:-:--:...__tf\.=£::....~-\----"~\...:.',._-:.:,-.,.-,+- . JJ~.i -l /. Me 3 "Cl (ll ..., ~ () 0 C: :J '< 32°30' -----il---------1---------+------'----+---------+---'----'---+-----.-32°30' County of San Diego Hydrology Manual Rainfall Jsopluvials 100 Year Rainfall Event-~ Hours lsopluvial (Inches) S11iGIS \Ve H.l'rt: S:m Diqco Ct,.-c..n:d..! N TMSW,,11"'°'110EDWfTMOVT'l'l<MNl'rv~A/'ffll'C).l!r.'HE"IXl'fllSS * OftM'UfO,NO.J.ICNJ,9Ul"NOTI.MTE>T0 ,..._11.9'\.ltOWAl'UtNmliiS OF~Mll..ffYIUC)l'ffNUSfOl'tA'Ao'l'!'IICU.NI~ ~s-,QIS.AI...,.""-"'-' ,,..,..__,_.,._._,..SAJC)jl,G~ E =--=-.,-=: .. ,.-...-... n...,....,...,_.....,_..., ___ ~ ... ,.,,..,,.,.._.,,-.......,. ... s 3 0 3 Miles '- 33° 9' 39" N 33° 9' 26" N 468820 ;: \r ~ 461' ., 4!:BXX) Hydrologic Soil Group-San Diego County Area, California (Magnolia Ave) Map Scale: 1:2,800 if prir . .!don A landscape (11" x 8.5") sheet o----40-=====::aro--------1•00========2,:;;eters ---===>------======::a Feet 0 100 200 400 000 Map projection: Web Mercator Corner roordinates: WGS84 Edge tics: lJlM Zone llN WGS84 USDA Natural Resources Web Soil Survey National Cooperative Soil Survey ziii Conservation Service 2l 12/26/2017 Page 1 of 4 33° 9' 26" N Hydrologic Soil Group-San Diego County Area, California (Magnolia Ave) MAP LEGEND MAP INFORMATION Area of Interest (ADI) Area of Interest (AOI) Soils Soil Rating Polygons D A D AID D B D BID D C D CID D D D Not rated or not available Soil Rating Lines A AID -B -BID C CID D ~ ,. Not rated or not available Soil Rating Points I] A [J AID ■ B ■ BID USDA Natural Resources ~iiiii Conservation Service □ □ C CID [J D □ Not rated or not available Water Features Streams and Canals Transportation t+-t Rails -Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography Web Soil Survey National Cooperative Soil Survey The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: San Diego County Area, California Survey Area Data: Version 12, Sep 13, 2017 Soil map units are labeled (as space allows) for map scales 1 :50,000 or larger. Date(s) aerial images were photographed: Nov 3, 2014-Nov 22,2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 12/26/2017 Page 2 of 4 Hydrologic Soil Group-San Diego County Area, California Hydrologic Soil Group Map unit symbol Map unit name Rating CgC Chesterton-Urban land D complex, 2 to 9 percent slopes MIC Marina loamy coarse B sand, 2 to 9 percent slopes MIE Marina loamy coarse B sand, 9 to 30 percent slopes Totals for Area of Interest USDA Natural Resources :,,--Conservation Service Web Soil Survey National Cooperative Soil Survey Acres in AOI 7.9 16.7 8.1 32.7 Magnolia Ave Percent of AOI 24.2% 51.0% 24.8% 100.0% 12/26/2017 Page 3 of 4 Hydrologic Soil Group-San Diego County Area, California Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Gro up B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group Dare assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher USDA Natural Resources -75F Conservation Service Web Soil Survey National Cooperative Soil Survey Magnolia Ave 12/26/201 7 Page 4 of 4 ATTACHMENT 3 EXISTING HYDROLOGY CALCULATIONS AREA CALCULATIONS EXISTING HYDROLOGIC BASINS Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF EX-1 A 0.20 0 0.000 0 0 0 0 0.19 0% 0.00 B 0.25 8,857 0.203 8,857 0 0 0 0.23 12% 0.03 C 0.30 0 0.000 0 0 0 0 0.28 0% 0.00 D 0.35 66,929 1.536 61 ,898 5,031 0 0 0.33 88% 0.29 Total 75,786 1.740 70,755 5,031 0 0 6.64% 100% 0.32 0.376 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF OFF-1 A 0.20 0 0.000 0 0 0 0 0.20 0% 0.00 B 0.25 7,057 0.162 7,057 0 0 0 0.25 100% 0.25 C 0.30 0 0.000 0 0 0 0 0.30 0% 0.00 D 0.35 0 0.000 0 0 0 0 0.35 0% 0.00 Total 7,057 0.162 7,057 0 0 0 0.00% 100% 0.25 0.250 10.0 1.0 0.1 10 100 1000 1246D -basin calcs_2019 Intensity-Duration Design Chart EX-1 Existing Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= 0.38 Dist. = 354.00 ft. slope = 3.080 % *Tc= 16.85 min. * Minimum Tc= 5 Minutes Natural Watershed (Kirpich) L = na ft LiE = na ft **Tc= #VALUE! min. ** Minimum Tc = 10 Minutes Basin Intensity Calculations Selected Frequency, 100 P5 = 2.6 in. P24 = 4.7 in. 1.8(1.1-C}✓D 3✓s ( II .9Ll J0.)85 !1E year P6 must be within 45% to 65% of P24. P5 / P24 = 55% Adjust P6 as needed. Adjusted P6= 2.60 in. Tc(D) 16.85 min. 11 = 7.44P6D -o64s l I = 3.13 in/hr Basin Flow Calculations Q= 2.05 cfs IQ=C*f*AI C= 0.38 I= 3.13 in/hr A= 1.740 ac. EX-1 10.0 1.0 0.1 10 1246D -basin calcs_2019 ',,',,, 100 ',,, ',,,',,, ' ',,,, 1000 Intensity-Duration Design Chart OFF-1 Existing Conditions Time of Concentration Calculations Overland Flow Method Land Use = C= Dist.= 0.25 19.60 ft. slope = 36.990 % *Tc= 5.00 min. * Minimum Tc= 5 Minutes Natural Watershed (Kirpich) L = na ft LiE = na ft **Tc = #VALUE! min. ** Minimum Tc= 10 Minutes Basin Intensity Calculations Selected Frequency, 100 Ps = 2.6 in. P24 = 4.7 in. Ps / P24 = 55% Adjusted P6= 2.60 in. 1.8(1. l -C}fi5 ¼ ( I I . 9 L 3 J o. Jss (';£ year P6 must be within 45% to 65% of P24 . Adjust P6 as needed. Tc (D) = 5.00 min. 11 = 7.44P6D--064s l I= 6.85 in/hr Basin Flow Calculations Q= 0.23 cfs IQ=C*f*A I C= 0.25 I= 6.85 in/hr A= 0.135 ac. OFF-1 10.0 1.0 0.1 ' ' ' ' ' ---':ri..,--',, ', ',, ... 1246D -basin calcs_2019 ',, ', I ), ',,,',,, ',, 10 100 1000 Intensity-Duration Design Chart OFF-2 Existing Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= Dist.= 0.25 12.00 ft . slope = 24.667 % *Tc = 5.00 min. * Minimum Tc= 5 Minutes Natural Watershed (Kirpich) L = na ft LiE = na ft **Tc = #VALUE! min. ** Minimum Tc = 10 Minutes Basin Intensity Calculations Selected Frequency, 100 Pe= 2.6 in. P24 = 4.7 in. Pe/ P24 = 55% Adjusted P6= 2.60 in. 1.s(1.1 -c }fi5 ¼ year Pe must be within 45% to 65% of P24. Adjust Pe as needed. Tc (D) = 5.00 min. 11 = 7.44P5D--064s l I= 6.85 in/hr Basin Flow Calculations Q = 0.05 cfs C = 0.25 I = 6.85 in/hr ------A= 0.027 ac. ------ OFF-2 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. OFF-2 D-27 Circular Diameter (ft) Invert Elev (ft) Slope(%) N-Value Calculations Compute by: Known Q (cfs) Elev (ft) 152.00 151 .75 151 .50 151 .25 151 .00 0 = 0.25 = 151.55 = 0.50 = 0.013 Known Q = 0.05 - Saturday, Feb 2 2019 Highlighted Depth (ft) = 0.17 Q (cfs) = 0.050 Area (sqft) = 0.04 Velocity (ft/s) = 1.41 Wetted Perim (ft) = 0.48 Crit Depth, Ye (ft) = 0.14 Top Width (ft) = 0.23 EGL (ft) = 0.20 -/ ~ / "V ' -I EX San Diego county Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering software,(c)1991-2012 Version 7.9 Rational method hydrology program based on San Diego county Flood control Division 2003 hydrology manual Rational Hydrology study Date: 12 /28/17 Hydrology Study control Information ********** Program License serial Number 6313 Rational hydrolo9y study storm event year is English (in-lb) input data units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.700 P6/P24 = 55.3% San Diego hydrology manual 'c' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** user specified 'c' value of 0.250 given for subarea Rainfall intensity (I)= 6.850(In/Hr) for a 100.0 year storm user specified values are as follows: TC= 5.00 min. Rain intensity= 6.85(In/Hr) Total area= 0.162(Ac.) Total runoff= 0.280(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 102.000 ,hhh~ IRREGULAR CHANNEL FLOW TRAVEL TIME ,hhh~ Depth of flow= 0.145(Ft.), Average velocity= l.172(Ft/s) ******* Irregular channel Data *********** Information entered for subchannel number 1: Point number 1 2 3 'X' coordinate 0.00 'y' coordinate 0.70 0.00 0.70 Manning's 'N' 8.00 16.00 friction factor 0.035 sub-channel flow 0.280(CFS) flow top width = 3.305(Ft.) velocity= 1.172(Ft/s) area= 0.239(Sq.Ft) Froude number= 0.768 Upstream point elevation= Downstream point elevation= Flow len9th = 173.000(Ft.) Travel time 2.46 min. 152.400(Ft.) 148.000(Ft.) Time of concentration= 7.46 min. Page 1 EX 0.280(CFS) Depth of flow= 0.145(Ft.) Average velocity= l.172(Ft/s) Total irregular channel flow= Irregular channel normal depth Average velocity of channel(s) above invert elev.= = 1.172(Ft/s) 0.145(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 102.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 0.162(Ac.) Runoff from this stream 0 .280(CFS) Time of concentration= 7.46 min. Rainfall intensity= 5.292(In/Hr) Program is now starting with Main Stream No . 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101 .000 to Point/Station 102.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** user specified 'C' value of 0.380 given for subarea Rainfall intensity (I)= 3.129(In/Hr) for a 100.0 year storm user specified values are as follows: TC= 16.85 min. Rain intensity= 3.13(In/Hr) Total area= 1.740(Ac.) Total runoff= 2.050(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= l.740(Ac.) Runoff from this stream 2.050(CFS) Time of concentration= 16.85 min . Rainfall intensity= 3.129(In/Hr) summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.280 7.46 5.292 2 2.050 16.85 3.129 Qmax(l) = 1.000 * 1.000 * 0.280) + 1.000 * 0.443 * 2.050) + 1.188 Qmax(2) = 0.591 * 1.000 * 0.280) + 1.000 * 1.000 * 2.050) + 2.216 Total of 2 main streams to confluence: Flow rates before confluence point: 0.280 2.050 Maximum flow rates at confluence using above data: 1.188 2.216 Area of streams before confluence: 0 .162 1.740 Page 2 EX Results of confluence: Total flow rate= 2.216(CFS) Time of concentration= 16.850 min. Effective stream area after confluence End of computations, total study area= Page 3 1. 902 (Ac.) 1.902 (Ac.) ATTACHMENT 4 PROPOSED HYDROLOGY CALCULATIONS AREA CALCULATIONS PROPOSED HYDROLOGIC BASINS Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-1 A 0.20 0 0.000 0 0 0 0 0.10 0% 0.00 B 0.25 0 0.000 0 0 0 0 0.13 0% 0.00 C 0.30 0 0.000 0 0 0 0 0.15 0% 0.00 D 0.35 8,815 0.202 0 4,300 4,515 0 0.18 100% 0.18 Total 8,815 0.202 0 4,300 4,515 0 48.78% 100% 0.18 0.618 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-2 A 0.20 0 0.000 0 0 0 0 0.10 0% 0.00 B 0.25 0 0.000 0 0 0 0 0.13 0% 0.00 C 0.30 0 0.000 0 0 0 0 0.15 0% 0.00 D 0.35 8,811 0.202 0 4,300 4,511 0 0.18 100% 0.18 Total 8,811 0.202 0 4,300 4,511 0 48.80% 100% 0.18 0.618 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-3 A 0.20 0 0.000 0 0 0 0 0.10 0% 0.00 B 0.25 0 0.000 0 0 0 0 0.13 0% 0.00 C 0.30 0 0.000 0 0 0 0 0.15 0% 0.00 D 0.35 8,811 0.202 0 4,300 4,51 1 0 0.18 100% 0.18 Total 8,811 0.202 0 4,300 4,511 0 48.80% 100% 0.18 0.618 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-4 A 0.20 0 0.000 0 0 0 0 0.08 0% 0.00 B 0.25 0 0.000 0 0 0 0 0.11 0% 0.00 C 0.30 0 0.000 0 0 0 0 0.13 0% 0.00 D 0.35 7,455 0.171 0 4,300 3,155 0 0.15 100% 0.15 Total 7,455 0.171 0 4,300 3,155 0 57.68% 100% 0.15 0.667 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-5 A 0.20 0 0.000 0 0 0 0 0.08 0% 0.00 B 0.25 0 0.000 0 0 0 0 0.11 0% 0.00 C 0.30 0 0.000 0 0 0 0 0.13 0% 0.00 D 0.35 7,455 0.1 71 0 4,300 3,155 0 0.15 100% 0.15 Total 7,455 0.171 0 4,300 3,155 0 57.68% 100% 0.15 0.667 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pave rs Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-6 A 0.20 0 0.000 0 0 0 0 0.08 0% 0.00 B 0.25 1,086 0.025 0 0 1,086 0 0.11 15% 0.02 C 0.30 0 0.000 0 0 0 0 0.13 0% 0.00 D 0.35 6,369 0.1 46 0 4,300 2,069 0 0.1 5 85% 0.13 Total 7,455 0.171 0 4,300 3,155 0 57.68% 100% 0.14 0.661 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-7 A 0.20 0 0.000 0 0 0 0 0.09 0% 0.00 B 0.25 3,250 0.075 0 0 3,250 0 0.1 2 41% 0.05 C 0.30 0 0.000 0 0 0 0 0.14 0% 0.00 D 0.35 4,746 0.109 0 4,300 446 0 0.16 59% 0.10 Total 7,996 0.184 0 4,300 3,696 0 53.78% 100% 0.14 0.627 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-8 A 0.20 0 0.000 0 0 0 0 0.20 0% 0.00 B 0.25 4,522 0.104 0 0 4,522 0 0.25 64% 0.16 C 0.30 0 0.000 0 0 0 0 0.30 0% 0.00 D 0.35 2,518 0.058 0 0 2,518 0 0.35 36% 0.1 3 Total 7,040 0.162 0 0 7,040 0 0.00% 100% 0.29 0.286 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-9 A 0.20 0 0.000 0 0 0 0 0.20 0% 0.00 B 0.25 0 0.000 0 0 0 0 0.25 0% 0.00 C 0.30 0 0.000 0 0 0 0 0.30 0% 0.00 D 0.35 1,915 0.044 0 0 1,411 504 0.35 100% 0.35 Total 1,915 0.044 0 0 1,411 504 0.00% 100% 0.35 0.350 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-10 A 0.20 0 0.000 0 0 0 0 0.20 0% 0.00 B 0.25 0 0.000 0 0 0 0 0.25 0% 0.00 C 0.30 0 0.000 0 0 0 0 0.30 0% 0.00 D 0.35 1,915 0.044 0 0 1,419 496 0.35 100% 0.35 Total 1,915 0.044 0 0 1,419 496 0.00% 100% 0.35 0.350 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pave rs Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-11 A 0.20 0 0.000 0 0 0 0 0.20 0% 0.00 B 0.25 0 0.000 0 0 0 0 0.25 0% 0.00 C 0.30 0 0.000 0 0 0 0 0.30 0% 0.00 D 0.35 1,915 0.044 0 0 1,421 494 0.35 100% 0.35 Total 1,915 0.044 0 0 1,421 494 0.00% 100% 0.35 0.350 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pave rs Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-12 A 0.20 0 0.000 0 0 0 0 0.20 0% 0.00 B 0.25 0 0.000 0 0 0 0 0.25 0% 0.00 C 0.30 0 0.000 0 0 0 0 0.30 0% 0.00 D 0.35 1,544 0.035 0 0 1,144 400 0.35 100% 0.35 Total 1,544 0.035 0 0 1,144 400 0.00% 100% 0.35 0.350 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pave rs Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-13 A 0.20 0 0.000 0 0 0 0 0.20 0% 0.00 B 0.25 0 0.000 0 0 0 0 0.25 0% 0.00 C 0.30 0 0.000 0 0 0 0 0.30 0% 0.00 D 0.35 1,544 0.035 0 0 1,139 405 0.35 100% 0.35 Total 1,544 0.035 0 0 1,139 405 0.00% 100% 0.35 0.350 Basin .Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-14 A 0.20 0 0.000 0 0 0 0 0.20 0% 0.00 B 0.25 0 0.000 0 0 0 0 0.25 0% 0.00 C 0.30 0 0.000 0 0 0 0 0.30 0% 0.00 D 0.35 1,544 0.035 0 0 1,144 400 0.35 100% 0.35 Total 1,544 0.035 0 0 1,144 400 0.00% 100% 0.35 0.350 Basin Soil Type Pervious Total Total Natural Impervious Landscape Pervious % C Value % Fraction C Value C Value Runoff Area Area Pavers Impervious Weighted of Site Fraction Final Coefficient SF Acres SF SF SF SF PR-15 A 0.20 0 0.000 0 0 0 0 0.20 0% 0.00 B 0.25 0 0.000 0 0 0 0 0.25 0% 0.00 C 0.30 0 0.000 0 0 0 0 0.30 0% 0.00 D 0.35 1,571 0.036 0 0 1,170 401 0.35 100% 0.35 Total 1,571 0.036 0 0 1,170 401 0.00% 100% 0.35 0.350 10.0 1.0 0.1 10 100 1000 1246D -basin calcs_2019 Intensity-Duration Design Chart PR-1 Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use= C = 0.62 Dist. = 114.00 ft. slope = 1.465 % *Tc= 8.12 min. * Minimum Tc= 5 Minutes Natural Watershed (Kirpich) L = na ft t.E = na ft **Tc = #VALUE! min. ** Minimum Tc = 10 Minutes Basin Intensity Calculations Selected Frequency, 100 Ps = 2.6 in. P24 = 4.7 in. Ps / P24 = 55% Adjusted P6= 2.60 in. 1.8(l.l-C)✓D ¼ ( J ) 0 385 11 .9 L c,,.E year P6 must be within 45% to 65% of P24. Adjust P6 as needed. Tc (D) = 8.12 min. 11 = 7.44P6D -064sl I= 5.01 in/hr Basin Flow Calculations Q = 0.63 cfs C = 0.62 ------ 1 = 5.01 in/hr A= 0.202 ac. ------ PR-1 10.0 1.0 0.1 ' ' ' ',,,, ',,,,',,, ---,..~, 1246D -basin calcs_2019 ' ' ',,, 10 100 1000 Intensity-Duration Design Chart PR-2 Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= Dist. = 0.62 114.50 ft. slope = 1.502 % *Tc= 8.07 min. * Minimum Tc = 5 Minutes Natural Watershed (Kirpich) L = na ft t:.E = na ft **Tc= #VALUE! min. ** Minimum Tc = 10 Minutes Basin Intensity Calculations Selected Frequency, 100 Ps = 2.6 in. P24 = 4.7 in. Ps / P24 = 55% Adjusted P6= 2.60 in. 1.8(1.1-c)✓D ¼ ( 11 . 9 L i ) o .i&s t::,,E year P6 must be within 45% to 65% of P24. Adjust P6 as needed. Tc (D) = 8.07 min. 11 = 7.44P6D-064S I I= 5.03 in/hr Basin Flow Calculations Q = 0.63 cfs C = 0.62 I = 5.03 in/hr A= 0.202 ac. PR-2 10.0 1.0 0.1 ' ' ' 12460 -basin calcs_2019 10 100 1000 Intensity-Duration Design Chart PR-3 Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= Dist. = 0.62 122.00 ft. slope= 1.541 % *Tc= 8.26 min. * Minimum Tc = 5 Minutes Natural Watershed (Kirpich) L = na ft t:.E = na ft **Tc= #VALUE! min. ** Minimum Tc= 10 Minutes Basin Intensity Calculations Selected Frequency, 100 P5 = 2.6 in. P24 = 4.7 in. P5 / P24 = 55% Adjusted P6= 2.60 in. 1.8(1.1 -C}✓D ¼ ( 11 .9 L3 )0.385 6E year P6 must be within 45% to 65% of P24. Adjust P6 as needed. Tc (D) = 8.26 min. 11 = 7.44P6D-064s l I= 4.95 in/hr Basin Flow Calculations Q = 0.62 cfs C = 0.62 I= 4.95 in/hr ------A= 0.202 ac. ------ PR-3 10.0 1.0 ' ' ' ' ' ' ' ' ' ' ' ' 0.1 10 100 1000 1246D -basin calcs_2019 Intensity-Duration Design Chart PR-4 Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use = C= Dist. = 0.67 45.00 ft. slope = 5.133 % *Tc= 5.00 min. • Minimum Tc = 5 Minutes Natural Watershed (Kirpich) L = na ft 6E = na ft **Tc= #VALUE! min. ** Minimum Tc= 10 Minutes Basin Intensity Calculations Selected Frequency, 100 p 6 = 2.6 in. P24 = 4.7 in. 1.8(1.1-C)✓D Vs ( l l _9 l 3 J o.Jss t':!.E year P6 must be within 45% to 65% of P24. P5 / P24 = 55% Adjust P6 as needed. Adj usted P6= 2.60 in. Tc (D) = 5.00 min . 11 = 7.44P6D -064s l I= 6.85 in/hr Basi n Flow Calculations Q= 0.78 cfs IQ=C*f*AI C= 0.67 I= 6.85 in/hr A = 0.171 ac. PR-4 10.0 1.0 0.1 10 100 1000 1246D -basin calcs_2019 Intensity-Duration Design Chart PR-5 Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= 0.67 Dist. = 42.00 ft. slope= 3.381 % *Tc = 5.00 min. * Minimum Tc = 5 Minutes Natural Watershed (Kirpich) L = na ft tiE = na ft **Tc= #VALUE! min. ** Minimum Tc= 10 Minutes Basin Intensity Calculations Selected Frequency, 100 Ps = 2.6 in. P24 = 4.7 in. Ps / P24 = 55% Adjusted P6= 2.60 in. 1.s(1.1 -c}fi5 3✓s year P6 must be within 45% to 65% of P24. Adjust P6 as needed. Tc (D) = 5.00 min. 11 = 7.44P6D-o64s l I= 6.85 in/hr Basin Flow Calculations Q = 0.78 cfs C = 0.67 I = 6.85 in/hr A= 0.171 ac. ------ PR-5 10.0 1.0 0.1 10 100 1000 1246D -basin calcs_2019 Intensity-Duration Design Chart PR-6 Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= 0.67 Dist. = 44.00 ft. slope = 2.273 % *Tc = 5.00 min. * Minimum Tc = 5 Minutes Natural Watershed (Kirpich) L = na ft t.E = na ft **Tc= #VALUE! min. ** Minimum Tc= 10 Minutes Basin Intensity Calculations Selected Frequency, 100 Ps = 2.6 in. P24 = 4.7 in. P6 / P24 = 55% Adjusted P6= 2.60 in. 1.8(1.1-C)✓D ¼ ( I I . 9 L i ) o .Jss t:iE year P6 must be within 45% to 65% of P24. Adjust P6 as needed. Tc (D) = 5.00 min. 11 = 7.44P6D -o64sl I= 6.85 in/hr Basin Flow Calculations Q = 0.78 cfs C = 0.67 ------1 = 6.85 in/hr A= 0.171 ac. ------ PR-6 10.0 ' ' 1.0 0.1 10 100 1000 1246D -basin calcs_2019 Intensity-Duration Design Chart PR-7 Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= 0.63 Dist. = 46.00 ft. slope = 1.196 % *Tc= 5.41 min. * Minimum Tc = 5 Minutes Natural Watershed (Kirpich) L = na ft 6E = na ft **Tc= #VALUE! min. ** Minimum Tc= 10 Minutes Basin Intensity Calculations Selected Frequency, 100 P6 = 2.6 in. P24 = 4.7 in. Ps / P24 = 55% Adjusted P6= 2.60 in. Tc (D) = 5.41 min. I= 6.51 in/hr Basin Flow Calculations Q= 0.76 cfs C= 0.63 I= 6.51 in/hr A= 0.184 ac. l .8(1 .1 -c}.Ji5 ¼ ( 11 .9L 3 j o.m t,. E ) year P6 must be within 45% to 65% of P24. Adjust P6 as needed. PR-7 10.0 1.0 0.1 10 100 1000 1246D -basin calcs_2019 Intensity-Duration Design Chart PR-8 Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= Dist.= 0.29 11 .50 ft. slope = 45.565 % *Tc= 5.00 min. • Minimum Tc = 5 Minutes Natural Watershed (Kirpich) L = na ft i1E = na ft **Tc= #VALUE! min. •• Minimum Tc= 10 Minutes Basin Intensity Calculations Selected Frequency, 100 P5 = 2.6 in. P24 = 4.7 in. 1.s(1.1 -c}fi5 ¼ ( ll . 9 L 3 ) o .i&s tJ..E year P6 must be within 45% to 65% of P24. P5 / P24 = 55% Adjust P6 as needed. Adjusted P6= 2.60 in. Tc (D) = 5.00 min. 11 = 7.44P6D--064s l I= 6.85 in/hr Basin Flow Calculations Q= 0.32 cfs IQ= C*f*AI C= 0.29 I= 6.85 in/hr A= 0.162 ac. PR-8 10.0 1.0 0.1 ' ' ' ' ' ' ' -'~,::,,, 1246D -basin calcs_2019 10 100 1000 Intensity-Duration Design Chart PR-9 Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= Dist.= 0.35 40.00 ft. slope = 5.600 % *Tc= 5.00 min. * Minimum Tc= 5 Minutes Natural Watershed (Kirpich) L = na ft t:.E = na ft **Tc= #VALUE! min. ** Minimum Tc = 10 Minutes Basin Intensity Calculations Selected Frequency, 100 Ps = 2.6 in. P24 = 4.7 in. Ps / P24 = 55% Adjusted P6= 2.60 in. 1 .8(1.1 -C)✓D Vs ( 1 I . 9 L 3 ) o .J&s 1',.E year P6 must be within 45% to 65% of P24. Adjust P6 as needed. Tc (D) = 5.00 min. 11 = 7.44P6D -o64sl I= 6.85 in/hr Basin Flow Calculations Q= 0.11 cfs IQ= C*f *AI C= 0.35 I= 6.85 in/hr A= 0.044 ac. PR-9 10.0 1.0 0.1 10 100 1000 1246D -basin calcs_2019 Intensity-Duration Design Chart PR-10 Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= Dist. = 0.35 40.00 ft. slope = 6.350 % *Tc= 5.00 min. * Minimum Tc = 5 Minutes Natural Watershed (Kirpich) L = na ft LiE = na ft **Tc = #VALUE! min. ** Minimum Tc= 10 Minutes Basin Intensity Calculations Selected Frequency, 100 Ps = 2.6 in. P24 = 4.7 in. Ps / P24 = 55% Adjusted P6= 2.60 in. 1.8(1.1 -C)✓D 3✓s year P6 must be within 45% to 65% of P24. Adjust P6 as needed. Tc (D) = 5.00 min. 11 = 7.44P6D-064s l I= 6.85 in/hr Basin Flow Calculations Q = 0.11 cfs C = 0.35 I = 6.85 in/hr A= 0.044 ac. ------ PR-10 10.0 ' 1.0 0.1 ' ' ' ---':.. ... ~- ',,,',,,,, 12460 -basin calcs_2019 10 100 1000 Intensity-Duration Design Chart PR-11 Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= Dist.= 0.35 35.20 ft. slope = 6.420 % *Tc= 5.00 min. * Minimum Tc= 5 Minutes Natural Watershed (Kirpich) L = na ft t.E = na ft **Tc= #VALUE! min . ** Minimum Tc= 10 Minutes Basin Intensity Calculations Selected Frequency, 100 Ps = 2.6 in. P24 = 4.7 in. Ps / P24 = 55% Adjusted P6= 2.60 in. 1.s(1.1-c)JD 1/s year P6 must be within 45% to 65% of P24. Adjust P6 as needed. Tc (D) = 5.00 min. 11 = 7.44P6D--064s l I= 6.85 in/hr Basin Flow Calculations Q = 0.11 cfs C = 0.35 I = 6.85 in/hr A= 0.044 ac. PR-11 10.0 ' 1.0 0.1 ' ' ' ' -'~,-- ',"·,, 1246D -basin calcs_2019 ' ' 10 100 1000 Intensity-Duration Design Chart PR-12 Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use= C 0.35 Dist.= 30.00 ft. slope = 6.233 % *T0 = 5.00 min. * Minimum Tc= 5 Minutes Natural Watershed (Kirpich) L = na ft LiE = na ft **Tc = #VALUE! min. ** Minimum Tc = 10 Minutes Basin Intensity Calculations Selected Frequency, 100 Ps = 2.6 in. P24 = 4.7 in. Ps / P24 = 55% Adjusted P6= 2.60 in. 1.8(1.1-c )JD ¼ ( 11 .9 Li )o.J&s 6E year P6 must be within 45% to 65% of P24. Adjust P6 as needed. Tc (D) = 5.00 min. 11 = 7.44P6D -o64s l I= 6.85 in/hr Basin Flow Calculations Q = 0.08 cfs C = 0.35 I = 6.85 in/hr A= 0.035 ac. ------ PR-12 10.0 1.0 0.1 10 100 1000 1246D -basin calcs_2019 Intensity-Duration Design Chart PR-13 Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= Dist.= 0.35 30.00 ft. slope= 6.167 % *Tc= 5.00 min. * Minimum Tc = 5 Minutes Natural Watershed (Kirpich) L = na ft t:.E = na ft **Tc = #VALUE! min. ** Minimum Tc = 10 Minutes Basin Intensity Calculations Selected Frequency, 100 Ps = 2.6 in. P24 = 4.7 in. Ps / P24 = 55% Adjusted P6= 2.60 in. 1.8(1.1-c}✓.o ¼ year P6 must be within 45% to 65% of P24. Adjust P6 as needed. Tc (D) = 5.00 min. 11 = 7.44P6D ---064s l I= 6.85 in/hr Basin Flow Calculations Q = 0.08 cfs C = 0.35 ------1 = 6.85 in/hr ------A= 0.035 ac. ------ PR-13 10.0 1.0 0.1 ' ' ' ' 1246D -basin calcs_2019 10 100 1000 Intensity-Duration Design Chart PR-14 Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= Dist. = 0.35 30.00 ft. slope = 6.900 % *Tc= 5.00 min. * Minimum Tc = 5 Minutes Natural Watershed (Kirpich) L = na ft t.E = na ft **Tc= #VALUE! min. ** Minimum Tc= 10 Minutes Basin Intensity Calculations Selected Frequency, 100 Ps = 2.6 in. P24 = 4.7 in. Ps / P24 = 55% Adjusted P6= 2.60 in. 1.8(1.1 -C}fi5 ¼ ( 11 . 9 L3 ) 0.385 t:,E year P6 must be within 45% to 65% of P24. Adjust P6 as needed. Tc (D) = 5.00 min. 11 = 7.44P6D -064s l I= 6.85 in/hr Basin Flow Calculations Q = 0.08 cfs C = 0.35 ------1 = 6.85 in/hr ------A= 0.035 ac. ------ PR-14 10.0 1.0 0.1 ' ' ' ' ',, ----~-~-~-- ',,,,, 1246D -basin calcs_2019 10 100 1000 Intensity-Duration Design Chart PR-15 Proposed Conditions Time of Concentration Calculations Overland Flow Method Land Use= C= Dist. = 0.35 30.00 ft. slope= 7.567 % *Tc= 5.00 min. • Minimum Tc= 5 Minutes Natural Watershed (Kirpich) L = na ft ~E = na ft **Tc= #VALUE! min. •• Minimum Tc = 10 Minutes Basin Intensity Calculations Selected Frequency, 100 Ps = 2.6 in. P24 = 4.7 in. Ps I P24 = 55% Adjusted P6= 2.60 in. 1.8(1.1 -c}fi5 1/s year P6 must be within 45% to 65% of P24. Adjust P6 as needed. Tc(D) = 5.00 min. 11 = 7.44P6D -o64s l I= 6.85 in/hr Basin Flow Calculations Q= 0.09 cfs IQ= C *f *A I C= 0.35 I= 6.85 in/hr A= 0.036 ac. PR-15 ATTACHMENT 4B PROPOSED CIVILD CALCULATIONS PRl San Diego county Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering software,(c)1991-2012 Version 7.9 Rational method hydrology program based on San Diego county Flood control Division 2003 hydrology manual Rational Hydrology Study Date : 02/13/19 Hydrology study control Information ********** Program License serial Number 6313 Rational hydrolo9y study storm event year is English (in-lb) input data units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.700 P6/P24 = 55.3% San Diego hydrology manual 'c' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102 .000 '"""' USER DEFINED FLOW INFORMATION AT A POINT '"°'** user specified 'C' value of 0.620 given for subarea Rainfall intensity (I)= 5.0ll(In/Hr) for a 100.0 year storm user specified values are as follows: TC= 8.12 min. Rain intensity = S.Ol(In/Hr) Total area= 0.202(Ac.) Total runoff= 0.630(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 202.000 '"""' PIPE FLOW TRAVEL TIME (User specified size) '"''"°' upstream point/station elevation= Downstream point/station elevation= Pipe len9th 62 .00(Ft.) Slope= No. of pipes = 1 Required pipe flow Given pipe size= 6.00(In.) 150.200(Ft.) 149.090(Ft.) 0.0179 Manning's N 0.630(CFS) calculated individual pipe flow 0 .630(CFS) Normal flow depth in pipe= 4.21(In.) Flow top width inside pipe= S.49(In.) critical Depth= 4.83(In.) Pipe flow velocity = 4.28(Ft/s) Travel time through pipe= 0.24 min. Time of concentration (TC)= 8.36 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102 .000 to Point/Station 202.000 *'"""' CONFLUENCE OF MAIN STREAMS ''''*'' The following data inside Main stream is listed: In Main Stream number: 1 Stream flow area= 0.202(Ac.) Runoff from this stream 0.630(CFS) Time of concentration= 8.36 min. Rainfall intensity= 4.917(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/station 202 .000 ***'' USER DEFINED FLOW INFORMATION AT A POINT *'""' user specified 'C' value of 0.620 given for subarea Rainfall intensity (I)= 5.031(In/Hr) for a 100.0 year storm user specified values are as follows : TC= 8 .07 min. Rain intensity= S.03(In/Hr) Total area= 0.202(Ac.) Total runoff= 0.630(CFS) Page 1 PRl ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202 .000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main stream number: 2 Stream flow area= 0.202(Ac.) Runoff from this stream 0 .630(CFS) Time of concentration = 8.07 min. Rainfall intensity= 5.031(In/Hr) summary of stream data: Stream Flow rate TC Rainfall Intensity NO. (CFS) (min) (In/Hr) 1 0.630 8.36 4.917 2 0 .630 8.07 5 .031 Qmax(l) 1.000 ,·: 1.000 * 0.630) + 0.977 -:: 1.000 -:: 0 .630) + 1. 246 Qmax(2) 1 .000 -:: 0.965 0.630) + 1.000 -!: 1.000 * 0 .630) + 1.238 Total of 2 main streams to confluence: Flow rates before confluence point: 0.630 0.630 Maximum flow rates at confluence using above data: 1 .246 1.238 Area of streams before confluence: 0.202 0.202 Results of confluence: Total flow rate= l .246(CFS) Time of concentration 8.361 min . Effective stream area after confluence 0.404(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202 .000 to Point/Station 302.000 **** PIPEFLOW TRAVEL TIME (User specified size)**** Upstream point/station elevation= Downstream point/station elevation = Pipe len~th 62 .00(Ft.) Slope= No . of pipes = 1 Required pipe flow Given pipe size = 6.00(In .) 149 .090(Ft .) 148.470(Ft.) 0.0100 Manning's l.246(CFS) N = 0 .013 NOTE : Normal flow is pressure flow in user The approximate hydraulic grade line above 3.373(Ft.) at the headworks or inlet selected pipe size. the pipe invert is of the pipe(s) Pipe friction loss = 3.055(Ft.) Minor friction loss= 0.938(Ft.) K-factor 1.50 Pipe flow velocity = 6.34(Ft/s) Travel time through pipe 0.16 min . Time of concentration (TC)= 8.52 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202 .000 to Point/Station 302 .000 ''*** CONFLUENCE OF MAIN STREAMS ''*** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.404(Ac .) Runoff from this stream 1.246(CFS) Time of concentration = 8.52 min . Rainfall intensity= 4.856(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/station 302 .000 *''*'' USER DEFINED FLOW INFORMATION AT A POINT ***'' user specified 'C ' value of 0.620 given for subarea Rainfall intensity (I)= 4.956(In/Hr) for a 100.0 year storm Page 2 PRl user specified values are as follows: TC= 8.26 min . Rain intensity= 4.96(In/Hr) Total area= 0.202(Ac .) Total runoff= 0.620(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 301.000 to Point/Station 302.000 **''* CONFLUENCE OF MAIN STREAMS *'""' The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.202(Ac.) Runoff from this stream 0.620(CFS) Time of concentration= 8.26 min. Rainfall intensity= 4 .956(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 1.246 8.52 4.856 2 0.620 8. 26 4.956 Qmax(l) 1.000 -,'; 1.000 -,'; 1.246) + 0.980 * 1.000 * 0.620) + 1. 853 Qmax(2) 1.000 -,'( 0.969 * 1. 246) + 1.000 -,'; 1.000 .. 0.620) + 1. 827 Total of 2 main streams to confluence: Flow rates before confluence point: 1 .246 0.620 Maximum flow rates at confluence using above data: 1.853 1.827 Area of streams before confluence: 0.404 0.202 Results of confluence: Total flow rate = l.853(CFS) Time of concentration 8.524 min . Effective stream area after confluence 0.606(Ac .) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 802.000 '"""' PIPEFLOW TRAVEL TIME (User specified size) '"'*'' upstream point/station elevation= Downstream point/station elevation= Pipe length 17.00(Ft.) Slope= No. of pipes= 1 Required pipe flow 148 .470(Ft.) 147.300(Ft.) 0.0688 Manning's N 1. 853 (CFS) Given pipe size= 12 .00(In.) calculated individual pipe flow l.853(CFS) Normal flow depth in pipe= 3.62(In .) Flow top width inside pipe= 11 .02(In.) critical Depth= 6.97(In.) Pipe flow velocity= 9.27(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) 8.55 min. End of computations, total study area= 0 .606 (Ac.) Page 3 0.013 PR4 san Diego coun ty Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2012 Version 7.9 Rational method hydrology program based on San Diego county Flood control Division 2003 hydrology manual Rational Hydrology study Date: 02/13/19 Hydrology Study control Information ********** Program License serial Number 6313 Rational hydrolo~y study storm event year is English (in-lb) input data units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour p ecipitation(inches) = 4.700 P6/P24 = 55.3% San Diego hydrology manual 'c' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 802 .000 *''1'* USER DEFINED FLOW INFORMATION AT A POINT 1""'* user specified 'c' value of 0.670 given for subarea Rainfall intensity (I)= 6.850(In/Hr) for a 100.0 year storm user specified values are as follows : TC= 5.00 min . Rain intensity= 6.85(In/Hr) Total area= 0 .171(Ac .) Total runoff = 0.780(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 401.000 to Point/Station 802 .000 '"'*'' CONFLUENCE OF MAIN STREAMS *'"'* The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 0.171(Ac .) Runoff from this stream 0.780(CFS) Time of concentration= 5.00 min . Rainfall intensity = 6.850(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 501.000 to Point/Station 802.000 ''**'"' USER DEFINED FLOW INFORMATION AT A POINT ''**'' us er specified 'C' value of 0.670 given for subarea Rainfall intensity (I)= 6.850(In/Hr) for a 100.0 year storm user specified values are as follows: TC= 5.00 min . Rain intensity= 6 .85(In/Hr) Total area= 0.171(Ac.) Total runoff = 0.780(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 501 .000 to Point/station 802.000 ''*'"' CONFLUENCE OF MAIN STREAMS '''"'* The following data inside Main Stream is listed: In Main stream number: 2 stream flow area= 0.171(Ac.) Runoff from this stream 0.780(CFS) Time of concentration = 5.00 min. Rainfall intensity = 6.850(In/Hr) summary of stream data: Stream NO . 1 Flow rate TC (CFS) (min) 0.780 5.00 Rainfall Intens ity (In/Hr) 6.850 Page 1 PR4 2 0 .780 5.00 6.850 Qmax(l) 1.000 ;'( 1.000 ;'( 0.780) + 1 .000 i: 1 .000 ·k 0.780) + 1. 560 Qmax(2) 1 .000 -!: 1 .000 ;, 0.780) + 1.000 -:: 1.000 .. 0.780) + 1. 560 Total of 2 main streams to confluence: Flow rates before confl uence poi nt: 0 .780 0.780 Maximum flow rates at confluence using above data: 1. 560 1. 560 Area of streams before confluence: 0 .171 0.171 Res ul ts of confluence: Total flow rate= 1.560(CFS) Time of concentration= 5.000 min. Effective stream area after confluence 0.342(Ac.) End of computations, total study area= 0.342 (Ac.) Page 2 PR6 San Diego county Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2012 version 7.9 Rational method hydrology program based on San Diego county Flood control Division 2003 hydrology manual Rational Hydrology Study Date: 02/13/19 Hydrology study control Information ********** Program License serial Number 6313 Rational hydrolo~y study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.700 P6/P24 = 55.3% San Diego hydrology manual 'c' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601.000 to Point/Station 802.000 *''""' USER DEFINED FLOW INFORMATION AT A POINT '"'*'' user specified 'c' value of 0.670 given for subarea Rainfall intensity (I)= 6.850(In/Hr) for a 100 .0 year storm user specified values are as follows: TC = 5.00 min. Rain intensity = 6.85(In/Hr) Total area = 0.171(Ac.) Total runoff = 0.780(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601 .000 to Point/Station 802.000 ''*'''' CONFLUENCE OF MAIN STREAMS ''**'' The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.171(Ac.) Runoff from this stream 0.780(CFS) Time of concentration = 5.00 min. Rainfall intensity = 6.850(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 701 .000 to Point/Station 802 .000 *'"''' USER DEFINED FLOW INFORMATION AT A POINT **'''' user specified 'c ' value of 0.630 given for subarea Rainfall intensity (I)= 6.Sll(In/Hr) for a 100.0 year storm User specified values are as follows: TC= 5.41 min. Rain intensity= 6.Sl(In/Hr) Total area= 0.184(Ac .) Total runoff= 0.760(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 701.000 to Point/Station 802.000 *'""' CON FLU ENCE OF MAIN STREAMS *'""'' The followi ng data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.184(Ac.) Runoff from this stream 0.760(CFS) Time of concentration= 5.41 min. Rainfall intensity = 6.Sll(In/Hr) summary of stream data: Stream NO. 1 Flow rate TC (CFS) (min) 0 .780 5.00 Rainfall Intensity (In/Hr) 6.850 Page 1 PR6 2 0. 760 5.41 6. 511 Qmax(l) 1.000 * 1 .000 * 0.780) + 1.000 -.': 0.924 ..,., 0.760) + 1.482 Qmax(2) 0.950 -.': 1.000 i, 0.780) + 1.000 -.': 1 .000 i: 0.760) + 1. 501 Total of 2 main streams to confluence: Flow rates before confluence point: 0 .780 0.760 Maximum flow rates at confluence using above data: 1. 482 1. 501 Area of streams before confluence: 0.171 0.184 Results of confl uence: Total flow rate= l.501(CFS) Time of concentration= 5.410 min. Effective stream area after confluence 0.355(Ac.) End of computations, total study area= 0 .355 (Ac.) Page 2 PR8 San Diego county Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2012 version 7.9 Rational method hydrology program based on San Diego county Flood control Division 2003 hydrology manual Rational Hydrology study Date: 02/13/19 Hydrology study control Information ********** Program License serial Number 6313 Rational hydrolo9y study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.700 P6/P24 = 55.3% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 801.000 to Point/Station 802.000 *'""' USER DEFINED FLOW INFORMATION AT A POINT *'""* User specified 'C' value of 0.290 given for subarea Rainfall intensity (I)= 6.850(In/Hr) for a 100.0 year storm user specified values are as follows: TC= 5.00 min. Rain intensity= 6.85(In/Hr) Total area= 0.162(Ac.) Total runoff= 0.320(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 801.000 to Point/Station 802.000 *'"''' CONFLUENCE OF MAIN STREAMS '"'*'' The following data inside Main stream is listed: In Main Stream number: 1 Stream flow area= 0.162(Ac.) Runoff from this stream 0.320(CFS) Time of concentration = 5.00 min. Rainfall intensity= 6.850(In/Hr) Program is now starting with Main stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 802.000 **'"' USER DEFINED FLOW INFORMATION AT A POINT '""'* user specified 'c' value of 0.620 given for subarea Rainfall intensity (I)= 5.410(In/Hr) for a 100.0 year storm user specified values are as follows: TC= 7.21 min. Rain intensity= 5.41(In/Hr) Total area = 0 .606(Ac.) Total runoff = l.853(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 802.000 *'"'* CONFLUENCE OF MAIN STREAMS '"''''' The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 0 .606(Ac.) Runoff from this stream 1.853(CFS) Time of concentration = 7.21 min. Rainfall intensity= 5.410(In/Hr) Program is now starting with Main stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 802.000 *'"''' USER DEFINED FLOW INFORMATION AT A POINT '""'* Page 1 PR8 user specified 'c' value of 0.670 given for subarea Rainfall intensity (I)= 6.687(In/Hr) for a 100.0 year storm user specified values are as follows : TC = 5.19 min. Rain intensity = 6.69(In/Hr) Total area = 0 .342(Ac .) Total runoff = 1.560(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 401.000 to Point/Station 802 .000 '"""' CONFLUENCE OF MAIN STREAMS '""'* The following data inside Main stream is l isted: In Main stream number: 3 stream flow area = 0.342(Ac.) Runoff from t hi s stream l .560(CFS) Time of concentration= 5.19 min . Rainfall intensity= 6 .687(In/Hr) Program is now starting with Main stream No. 4 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601 .000 to Point/Station 802 .000 ''*'"' USER DEFINED FLOW INFORMATION AT A POINT '"""' user specified 'c' val ue of 0.670 given for subarea Rainfall i ntensity (I)= 6.309(In/Hr ) for a 100.0 year storm user specified values are as follows: TC= 5.68 min. Rai n intensity = 6.31(In/Hr) Total area = 0.355(Ac.) Total runoff= 1.501(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 601.000 to Point/Station 802.000 **'"' CONFLUENCE OF MAIN STREAMS ''*''* The following data inside Ma in Stream is listed: In Main Stream number : 4 Stream flow area= 0 .355(Ac.) Ru noff from this stream l.501(CFS) Time of concentration = 5.68 min. Rainfall intensity= 6.309(In/Hr) summary of stream data: Stream No. Fl ow rate (CFS) TC (mi n) Rainfall Intensity (In/Hr) 1 2 3 4 Qmax(l) Qmax(2) Qmax(3) Qmax(4) 0.320 1. 853 1. 560 1 . 501 1. 000 * 1.000 * 1. 000 ;, 1.000 ,, 0 .790 * 1. 000 * 0.809 ,, 0 . 857 ,, 0.976 * 1. 000 * 1.000 1.000 ,, 0 .921 ;, 1.000 ,, 0.943 * 1. 000 ,, 5.00 7 . 21 5.19 5.68 1.000 * 0.693 ,> 0. 963 '' 0. 880 '' 1. 000 '' 1. 000 '' 1. 000 * 1.000 * 1.000 ,, 0. 720 '' 1. 000 '' 0.914 * 1. 000 '' 0. 788 ,, 1.000 '' 1.000 ,, 6.850 5 .410 6.687 6.309 0 .320) + 1.853) + 1. 560) + 1. 501) + 0.320) + 1.853) + 1. 560) + 1.501) + 0.320) + 1. 853) + 1. 560) + 1. 501) + 0.320) + 1.853) + 1. 560) + 1. 501) + Total of 4 main streams to confluence: Flow rates before confl uence point: 0.320 1.853 1.560 1.501 Maxim um flow rates at confl uence using above data: 4.429 4.655 4.578 4 . 727 4.429 4.655 4.578 4.727 Area of streams before confluence : 0.162 0.606 0.342 0.355 Page 2 PR8 Results of confluence: Total flow rate = 4.727(CFS) Time of concentration 5.680 min . Effective stream area after confluence l.465(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 802 .000 to Point/Station 903.000 '''"""' PIPEFLOW TRAVEL TIME (User specified size) ''**'' upstream point/station elevation = Downstream point/station elevation = Pipe len~th 19.00(Ft.) Slope= No . of pipes= 1 Required pipe flow 144.970(Ft.) 144.120(Ft.) 0.0447 Manning's N 4 . 727 (CFS) Given pipe size= 12.00(In.) cal culated individual pipe flow = 4.727(CFS) Normal flow depth in pipe= 6.89(In.) Flow top width inside pipe= ll.87(In.) Criti cal Depth= 10 .81(In.) Pipe flow velocity = 10.13(Ft/s) Travel time through pipe= 0.03 min. Time of concentration (TC) 5.71 min. End of computations, total study area= Page 3 1. 465 (Ac .) 0.013 OFFSITE San Diego county Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2012 Version 7 .9 Rational method hydrology program based on San Diego county Flood control Division 2003 hydrology manual Rational Hydrology study Date: 02 /13/19 Hydrology Study control Information ********** Program License serial Number 6313 Rational hydrolo~y study storm event year is English (in-lb) input data units used Map data precipitation entered: 6 hour, preci pi tati on Cinches) = 2. 600 24 hour precipitation(inches) = 4.700 P6/P24 = 55 .3% San Diego hydrology manual 'c' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 901.000 to Point/Station 902.000 *'""' USER DEFINED FLOW INFORMATION AT A POINT ''**'' user specified 'C' value of 0.250 given for subarea Rainfall intensity (I)= 6.850(In/Hr) for a 100.0 year storm user specified values are as follows: TC = 5.00 min . Rain intensity = 6.85(In/Hr) Total area = 0.135(Ac.) Total runoff= 0.230(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 902.000 to Point/Station 903.000 **** PIPEFLOW TRAVEL TIME (User specified size) ''*** upstream point/station elevation= Downstream point/station elevation= Pipe len~th 18.00(Ft.) Slope= No. of pipes = 1 Required pipe flow Given pipe size= 12 .00(In.) 144.260(Ft.) 144.120(Ft .) 0.0078 Manning's N 0.230(CFS) calculated individual pipe flow 0 .230(CFS) Normal flow depth in pipe = 2.20(In.) Flow top width inside pipe = 9 .28(In.) critical Depth = 2.36(In.) Pipe flow velocity= 2.33(Ft/s) Travel time through pipe = 0 .13 min . Time of concentration (TC)= 5.13 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 902 .000 to Point/Station 903.000 *''** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream i s listed: In Main Stream number: 1 stream flow area= 0.135(Ac.) Runoff from this stream 0.230(CFS) Time of concentration = 5.13 min . Rainfall intensity = 6.739(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 802.000 to Point/Station 903 .000 **** USER DEFINED FLOW INFORMATION AT A POINT ''*'''* user specified 'C' value of 0.670 given for subarea Rainfall intensity (I)= 6.302(In/Hr) for a 100.0 year storm User specified values are as follows: TC= 5.69 min. Rain intensity = 6.30(In/Hr) Total area= 1.465(Ac .) Total runoff= 4.727(CFS) Page 1 OFFSITE ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 802 .000 to Point/station 903.000 '''""' CON FLU ENCE OF MAIN STREAMS '"'*'' The following data inside Main Stream is listed: In Main stream number: 2 Stream flow area = l.465(Ac.) Runoff from t his stream 4 .727(CFS) Time of concentration = 5.69 min. Rainfall intensity = 6.302(In/Hr) summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0 .230 5 .13 6.739 2 4.727 5.69 6.302 Qmax(l) 1.000 ;': 1.000 ..,., 0.230) + 1.000 ;': 0.901 ·!: 4. 727) + 4.491 Qmax(2) 0.935 i: 1.000 ;': 0 .230) + 1.000 i: 1.000 ;': 4 . 727) + 4 .942 Total of 2 main streams to confluence: Flow rates before confl uence point: 0 .230 4.727 Maximum flow rates at confluence using above data: 4.491 4.942 Area of streams before confluence: 0 .135 1.465 Res ults of confluence: Total flow rate= 4.942(CFS) Time of concentration 5.690 min. Effective stream area after confluence l.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 903 .000 to Point/Station 904 .000 ""'"' PIPEFLOW TRAVEL TIME (User specified size) ''**'' Upstream point/station elevation= Downstream point/station el evation = Pipe len~th 261.00(Ft .) slope= No . of pipes= 1 Required pipe flow 144 .120(Ft.) 142. 300(Ft.) 0.0070 Manning's N 4. 942 (CFS) Given pipe size= 15.00(In.) calculated individual pipe flow = 4.942(CFS) Normal flow depth in pipe= ll.30(In.) Flow top width inside pipe= 12.94(In.) critical Depth= 10.82(In.) Pipe flow velocity = 4.99(Ft/s) Travel time through pipe= 0.87 min. Time of concentration (TC) 6 .56 min . End of computations, total study area= Page 2 1. 600 (Ac .) 0.013 PR8HYD San Diego county Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2012 Version 7.9 Rational method hydrology program based on San Diego county Flood control Division 2003 hydrology manual Rational Hydrology Study Date: 02 /13/19 Hydrology Study control Information --••-•---- Program License serial Number 6313 Rational hydrology study storm event year is English (in-lb) input data units used Map data precipitation entered: 6 hour, precipitation(inches) = 2 .600 24 hour precipitation(inches) = 4.700 P6/P24 = 55.3% San Diego hydrology manual 'c' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 801.000 to Point/Station 802.000 ***'' USER DEFINED FLOW INFORMATION AT A POINT ***'' user specified 'c' value of 0.290 given for subarea Rainfall intensity (I)= 6.850(In/Hr) for a 100.0 year storm user specified values are as follows: TC= 5.00 min. Rain intensity= 6.85(In/Hr) Total area = 0.162(Ac.) Total runoff = 0 .320(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 801 .000 to Point/Station 802 .000 '""'* CONFLUENCE OF MAIN STREAMS '"""' The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 0.162(Ac .) Runoff from this stream 0.320(CFS) Time of concentration = 5.00 min . Rainfall intensity= 6.850(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 802.000 *''** USER DEFINED FLOW INFORMATION AT A POINT '"'** user specified 'c' value of 0.620 given for subarea Rainfall intensity (I)= 5.410(In/Hr) for a 100.0 year storm user specified values are as follows: TC= 7.21 min . Rain intensity = 5.4l(In/Hr) Total area= 0.606(Ac.) Total runoff = l.853(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 303.000 to Point/station 802.000 '""'* CONFLUENCE OF MAIN STREAMS ''*'''' The following data inside Main Stream is listed: In Main Stream number: 2 stream flow area = 0.606(Ac .) Runoff from this stream l.853(CFS) Time of concentration= 7 .21 min . Rainfall intensity = 5.410(In/Hr ) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/station 802.000 *''** USER DEFINED FLOW INFORMATION AT A POINT '""'* Page 1 PR8HYD user specified 'C' value of 0 .670 given for subarea Rainfall intensity (I)= 6.687(In/Hr) for a 100.0 year storm user specified values are as follows: TC = 5.19 min. Rain intensity= 6.69(In/Hr ) Total area= 0.342(Ac.) Total runoff = l .560(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 802.000 ''*''* CONFLUENCE OF MAIN STREAMS ''*** The following data inside Main Stream is listed: In Main Stream number : 3 Stream flow area = 0.342(Ac.) Runoff from this stream l.560(CFS) Time of concentration= 5 .19 min . Rainfall intensity= 6.687(In/Hr) Program is now starting with Main Stream No . 4 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601.000 to Point/Station 802 .000 ''*'«' USER DEFINED FLOW INFORMATION AT A POINT ''*''* user specified 'C' value of 0.670 given for subarea Rainfall intensity (I)= 6.309(In/Hr) for a 100.0 year storm user specified values are as follows: TC= 5.68 min. Rain intensity= 6 .31(In/Hr) Total area = 0 .355(Ac .) Total runoff= l.501(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601.000 to Point/Station 802 .000 ***'' CONFLUENCE OF MAIN STREAMS ***'' The following data inside Main Stream is listed: In Main Stream number: 4 stream flow area= 0.355(Ac.) Runoff from this stream l.501(CFS) Time of concentration = 5.68 min. Rainfall intensity= 6.309(In/Hr) Summary of stream data: stream Flow rate No. (CFS) TC (min) Rainfall Intensity (In/Hr) 1 0 .320 2 1. 853 3 1. 560 4 1 .501 Qmax(l) 1.000 1.000 1 .000 1.000 Qmax(2) 0.790 1.000 0.809 0 .857 Qmax(3) 0.976 1.000 1.000 1.000 Qmax(4) 0.921 1 .000 0.943 1 .000 5.00 7.21 5.19 5.68 }': 1.000 }': 0.693 ,, 0.963 * 0.880 1: 1 .000 * 1.000 * 1.000 * 1 .000 1.000 * 0.720 * 1.000 -I: 0.914 ,, 1 .000 ,, 0.788 }°( 1.000 '' 1 .000 }': * 1:; * * * * ·k * * }°; }°: -l: * 6.850 5.410 6.687 6.309 0.320) + 1.853) + 1. 560) + 1. 501) + 0.320) + 1.853) + 1. 560) + 1. 501) + 0.320) + 1.853) + 1. 560) + 1. 501) + 0.320) + 1.853) + 1. 560) + 1. 501) + Total of 4 main streams to confluence: Flow rates before confluence point: 0.320 1 .853 1.560 1.501 Maximum flow rates at confluence using above data: 4.429 4.655 4.578 4. 727 4.429 4.655 4.578 4.727 Area of streams before confluence: 0.162 0.606 0.342 0 .355 Page 2 PR8HYD Results of confluence: Total flow rate = 4.727(CFS) Time of concentration 5.680 min . Effective stream area after confluence 1. 465 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 802.000 to Point/Station 903 .000 ''*''* 6 HOUR HYDROGRAPH ***'' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Hydrograph Data -section 6, San Diego county Hydrology manual, June 2003 Time of concentration= 5.68 Basin Area= 1.47 Acres 6 Hour Rainfal l = 2.600 Inches Runoff coefficient 0 .607 Peak Discharge= 4 .73 CFS Time (Min) Discharge (CFS) 0 0. 000 5 0 .138 10 0.139 15 0.142 20 0.143 25 0.146 30 0.147 35 0.150 40 0 .152 45 0 .155 so 0 .157 55 0.160 60 0 .162 65 0.166 70 0 .168 75 0.172 80 0.175 85 0 .179 90 0.182 95 0 .187 100 0.190 105 0.196 110 0.199 115 0.205 120 0 . 209 125 0.216 130 0 .220 135 0 .229 140 0.234 145 0.244 150 0 . 249 155 0 .261 160 0 .268 165 0.282 170 0 .290 175 0 .308 180 0.319 185 0.342 190 0.355 195 0.386 200 0.404 205 0.448 210 0 .475 215 0. 544 220 0 . 590 225 0 .722 230 0.822 235 1.207 240 1. 700 245 4.727 250 0. 968 255 0.648 260 0.507 265 0.424 270 0.369 275 0 .330 280 0 .299 Page 3 285 290 295 300 305 310 315 320 325 330 335 340 345 350 355 360 365 0 .275 0 .255 0.239 0 .225 0 .213 0.202 0.193 0.184 0 .177 0 .170 0.164 0.159 0.153 0.149 0.144 0.140 0.137 PR8HYD ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 -H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 1 Minute intervals ((CFS)) --------------------------------------------------------------------Time(h+m) volume Ac.Ft Q(CFS) 0 1.2 2.4 3.5 4.7 --------------------------------------------------------------------0+ 0 0.0000 0.00 Q 0+ 1 0.0000 0.03 Q 0+ 2 0.0001 0.06 Q 0+ 3 0.0002 0.08 Q 0+ 4 0.0004 0.11 Q 0+ 5 0.0006 0.14 VQ 0+ 6 0.0008 0.14 VQ 0+ 7 0.0009 0.14 VQ 0+ 8 0.0011 0.14 VQ 0+ 9 0 .0013 0.14 VQ 0+10 0.0015 0.14 VQ 0+11 0 .0017 0.14 VQ 0+12 0.0019 0.14 VQ 0+13 0.0021 0.14 VQ 0+14 0.0023 0.14 VQ 0+15 0 .0025 0.14 VQ 0+16 0.0027 0.14 VQ 0+17 0.0029 0.14 VQ 0+18 0.0031 0.14 VQ 0+19 0.0033 0.14 VQ 0+20 0.0035 0.14 VQ 0+21 0.0037 0.14 VQ 0+22 0.0039 0.14 VQ 0+23 0 .0041 0.14 VQ 0+24 0.0043 0.15 VQ 0+25 0.0045 0.15 VQ 0+26 0.0047 0.15 IQ 0+27 0.0049 0.15 IQ 0+28 0.0051 0.15 IQ 0+29 0.0053 0.15 IQ 0+30 0.0055 0.15 IQ 0+31 0.0057 0.15 IQ 0+32 0.0059 0.15 IQ 0+33 0.0061 0 .15 IQ 0+34 0.0063 0.15 IQ 0+35 0 .0065 0.15 IQ 0+36 0.0067 0.15 IQ 0+37 0.0069 0.15 Q 0+38 0.0071 0.15 Q 0+39 0.0073 0.15 Q 0+40 0.0075 0 .15 Q 0+41 0.0078 0.15 Q 0+42 0.0080 0.15 Q 0+43 0.0082 0.15 Q 0+44 0.0084 0.15 Q 0+45 0.0086 0 .16 Q 0+46 0.0088 0 .16 Q 0+47 0.0090 0.16 Q 0+48 0.0092 0.16 QV 0+49 0.0095 0 .16 QV 0+50 0.0097 0 .16 QV 0+51 0.0099 0 .16 QV 0+52 0.0101 0.16 QV Page 4 PR8HYD 0+53 0.0103 0.16 IQV I 0+54 0.0106 0.16 IQV I 0+55 0.0108 0.16 IQV I 0+56 0.0ll0 0.16 IQV I 0+57 0.0ll2 0.16 IQV I 0+58 0 .0ll4 0.16 IQV I 0+59 0.0ll7 0.16 IQV I l+ 0 0.0ll9 0.16 IQV I l+ 1 0.0121 0.16 IQV I l+ 2 0.0123 0.16 IQV l+ 3 0.0126 0 .16 IQV l+ 4 0.0128 0 .17 QV l+ 5 0.0130 0.17 QV l+ 6 0 .0133 0.17 QV l+ 7 0.0135 0.17 QV l+ 8 0.0137 0.17 Q V l+ 9 0. 0139 0 .17 Q V 1+10 0 .0142 0.17 Q V l+ll 0.0144 0.17 Q V 1+12 0 .0146 0.17 Q V 1+13 0.0149 0.17 Q V 1+14 0.0151 0.17 Q V 1+15 0.0153 0.17 Q V 1+16 0.0156 0 .17 Q V 1+17 0.0158 0 .17 Q V 1+18 0.0161 0 .17 Q V 1+19 0.0163 0 .17 Q V 1+20 0.0165 0 .17 IQ V 1+21 0.0168 0 .18 Q V 1+22 0.0170 0.18 Q V 1+23 0 .0173 0.18 Q V 1+24 0.0175 0.18 Q V 1+25 0.0178 0 .18 Q V 1+26 0 .0180 0.18 Q V 1+27 0 .0183 0.18 Q V 1+28 0 .0185 0.18 Q V 1+29 0.0188 0.18 Q V 1+30 0.0190 0.18 Q V 1+31 0.0193 0.18 Q V 1+32 0.0195 0.18 Q V 1+33 0.0198 0.18 Q V 1+34 0 .0200 0.19 Q V 1+35 0.0203 0 .19 Q V 1+36 0.0205 0.19 Q V 1+37 0.0208 0.19 Q V 1+38 0.02ll 0 .19 Q V 1+39 0. 0213 0.19 Q V 1+40 0.0216 0.19 Q V 1+41 0.0219 0.19 Q V 1+42 0. 0221 0.19 Q V 1+43 0 . 0224 0.19 Q V 1+44 0.0226 0.19 Q V 1+45 0 .0229 0 .20 Q V 1+46 0 .0232 0 .20 Q V 1+47 0.0235 0.20 Q V 1+48 0.0237 0.20 Q V 1+49 0.0240 0.20 Q V 1+50 0 .0243 0.20 Q V 1+51 0.0246 0 .20 Q V 1+52 0 .0248 0.20 Q V 1+53 0.0251 0.20 Q V 1+54 0.0254 0.20 Q V 1+55 0.0257 0.21 Q V 1+56 0.0260 0.21 Q V 1+57 0.0262 0.21 Q V 1+58 0.0265 0.21 Q V 1+59 0.0268 0 .21 Q V 2+ 0 0.0271 0 .21 Q V 2+ 1 0 .0274 0.21 Q V 2+ 2 0.0277 0 .21 Q V 2+ 3 0.0280 0 .21 IQ V 2+ 4 0.0283 0 .21 IQ V 2+ 5 0 .0286 0.22 IQ V 2+ 6 0.0289 0.22 IQ V 2+ 7 0.0292 0.22 IQ V 2+ 8 0.0295 0.22 IQ V 2+ 9 0.0298 0 .22 IQ V 2+10 0 .0301 0.22 IQ V 2+ll 0 .0304 0.22 IQ V Page 5 PR8HYD 2+12 0.0307 0.22 Q V 2+13 0.0310 0.23 Q V 2+14 0 .0313 0.23 Q V 2+15 0.0316 0.23 Q V 2+16 0.0320 0.23 Q V 2+17 0.0323 0.23 Q V 2+18 0.0326 0 .23 Q V 2+19 0.0329 0 .23 Q V 2+20 0.0332 0.23 Q V 2+21 0.0336 0.24 Q V 2+22 0.0339 0 . 24 Q V 2+23 0.0342 0.24 Q V 2+24 0.0345 0.24 Q V 2+25 0.0349 0.24 Q V 2+26 0.0352 0 .24 Q V 2+27 0.0356 0.25 Q V 2+28 0.0359 0.25 Q V 2+29 0.0362 0.25 Q V 2+30 0.0366 0.25 Q V 2+31 0.0369 0.25 Q V 2+32 0.0373 0.25 Q V 2+33 0.0376 0.26 Q V 2+34 0.0380 0. 26 Q V 2+35 0.0384 0. 26 Q V 2+36 0.0387 0.26 Q V 2+37 0.0391 0.26 Q V 2+38 0.0394 0.27 Q V 2+39 0.0398 0.27 Q V 2+40 0 .0402 0.27 Q V 2+41 0.0406 0.27 Q V 2+42 0 .0409 0.27 Q V 2+43 0 .0413 0.28 Q V 2+44 0.0417 0.28 Q V 2+45 0.0421 0.28 Q V 2+46 0.0425 0.28 Q V 2+47 0 .0429 0.29 Q VI 2+48 0.0433 0. 29 Q VI 2+49 0.0437 0.29 Q VI 2+50 0.0441 0.29 Q VI 2+51 0.0445 0.29 Q VI 2+52 0.0449 0.30 Q VI 2+53 0.0453 0.30 Q VI 2+54 0.0457 0.30 Q V 2+55 0.0461 0. 31 Q V 2+56 0.0466 0. 31 Q V 2+57 0 .0470 0. 31 Q V 2+58 0.0474 0. 31 Q V 2+59 0.0479 0.32 Q V 3+ 0 0.0483 0.32 Q V 3+ 1 0.0487 0.32 Q V 3+ 2 0.0492 0.33 Q V 3+ 3 0.0497 0.33 Q V 3+ 4 0.0501 0.34 Q V 3+ 5 0.0506 0.34 Q IV 3+ 6 0.0511 0.34 Q IV 3+ 7 0.0515 0.35 Q IV 3+ 8 0.0520 0.35 Q IV 3+ 9 0.0525 0.35 Q IV 3+10 0.0530 0.35 Q IV 3+11 0.0535 0.36 Q IV 3+12 0.0540 0.37 Q IV 3+13 0.0545 0.37 Q IV 3+14 0.0550 0.38 Q I V 3+15 0 .0556 0.39 Q I V 3+16 0.0561 0.39 Q I V 3+17 0.0566 0.39 Q I V 3+18 0.0572 0.40 Q I V 3+19 0.0577 0.40 Q I V 3+20 0.0583 0.40 Q I V 3+21 0.0589 0.41 Q I V 3+22 0 .0595 0.42 Q I V 3+23 0.0600 0.43 Q I V 3+24 0 .0606 0.44 Q I V 3+25 0 .0613 0.45 Q I V 3+26 0.0619 0.45 Q I V 3+27 0 .0625 0.46 Q I V 3+28 0.0632 0.46 Q I V 3+29 0.0638 0.47 Q I V 3+30 0.0645 0.47 Q I V Page 6 PR8HYD 3+31 0 .0651 0 .49 Q V I 3+32 0.0658 0 . so Q V I 3+33 0.0665 0.52 Q V I 3+34 0 .0673 0. 53 Q V I 3+35 0 .0680 0. 54 Q V I 3+36 0.0688 0.55 Q V I 3+37 0.0696 0. 56 Q V I 3+38 0.0703 0. 57 Q V I 3+39 0 .0711 0. 58 Q V I 3+40 0.0720 0. 59 Q V I 3+41 0.0728 0 .62 Q V 3+42 0.0737 0.64 Q V 3+43 0.0746 0.67 Q V 3+44 0.0756 0.70 Q V 3+45 0 .0766 0.72 Q V 3+46 0.0776 0.74 Q V 3+47 0.0786 0.76 Q V 3+48 0.0797 0.78 Q V 3+49 0.0808 0.80 Q V 3+50 0.0820 0.82 Q V 3+51 0.0832 0.90 Q V 3+52 0.0845 0.98 Q V 3+53 0.0860 1.05 Q V 3+54 0.0875 1.13 Q VI 3+55 0.0892 1. 21 Q VI 3+56 0.0910 1. 31 Q VI 3+57 0.0929 1.40 Q V 3+58 0.0950 1. so Q V 3+59 0.0972 1.60 Q IV I I 4+ 0 0.0996 1. 70 Q IV I I 4+ 1 0 .1027 2. 31 QI V I I 4+ 2 0 .1067 2.91 I VQ I I 4+ 3 0.1116 3.52 I V QI I 4+ 4 0.1173 4.12 I V I Q I 4+ 5 0 .1238 4.73 I V I Q 4+ 6 0 .1292 3.98 I V I Q I 4+ 7 0 .1337 3.22 I Q VI I 4+ 8 0 .1371 2.47 Q V 4+ 9 0 .1395 1. 72 Q V 4+10 0 .1408 0.97 Q V 4+11 0 .1420 0.90 Q IV 4+12 0.1432 0.84 Q IV 4+13 0 .1443 0.78 Q IV 4+14 0.1452 0.71 Q IV 4+15 0.1461 0.65 Q IV 4+16 0 .1470 0.62 Q I V 4+17 0.1478 0. 59 Q I V 4+18 0.1486 0.56 Q I V 4+19 0.1493 0. 53 Q I V 4+20 0.1500 0. 51 Q I V 4+21 0 .1507 0.49 Q I V 4+22 0 .1513 0.47 Q I V 4+23 0 .1520 0.46 Q I V 4+24 0 .1526 0.44 Q V 4+25 0.1532 0.42 Q V 4+26 0 .1537 0.41 Q V 4+27 0.1543 0 .40 Q V 4+28 0.1548 0.39 Q V 4+29 0 .1554 0.38 Q V 4+30 0.1559 0.37 Q V 4+31 0 .1564 0 .36 Q V 4+32 0.1568 0 .35 Q V 4+33 0 .1573 0.35 Q V 4+34 0.1578 0.34 Q V 4+35 0 .1582 0.33 Q V 4+36 0 .1587 0 .32 Q V 4+37 0 .1591 0.32 Q V 4+38 0.1596 0.31 Q V 4+39 0.1600 0 .31 Q V 4+40 0 .1604 0 . 30 Q V 4+41 0.1608 0 . 29 Q V 4+42 0 .1612 0.29 Q V 4+43 0.1616 0 .28 Q V 4+44 0.1620 0.28 Q V 4+45 0 .1623 0 .27 Q V 4+46 0.1627 0.27 Q V 4+47 0 .1631 0 .27 Q V 4+48 0 .1634 0 .26 Q V 4+49 0.1638 0 .26 Q V Page 7 4+50 4+51 4+52 4+53 4+54 4+55 4+56 4+57 4+58 4+59 5+ 0 5+ 1 5+ 2 5+ 3 5+ 4 5+ 5 5+ 6 5+ 7 5+ 8 5+ 9 5+10 5+11 5+12 5+13 5+14 5+15 5+16 5+17 5+18 5+19 5+20 5+21 5+22 5+23 5+24 5+25 5+26 5+27 5+28 5+29 5+30 5+31 5+32 5+33 5+34 5+35 5+36 5+37 5+38 5+39 5+40 5+41 5+42 5+43 5+44 5+45 5+46 5+47 5+48 5+49 5+50 5+51 5+52 5+53 5+54 5+55 5+56 5+57 5+58 5+59 6+ 0 6+ 1 6+ 2 6+ 3 6+ 4 6+ 5 0.1642 0.1645 0.1648 0.1652 0.1655 0 .1658 0.1662 0.1665 0.1668 0.1671 0.1674 0 .1677 0.1680 0.1683 0.1686 0.1689 0.1692 0.1695 0.1698 0.1701 0.1703 0.1706 0.1709 0.1712 0.1714 0.1717 0.1720 0 .1722 0.1725 0.1727 0 .1730 0.1732 0.1735 0.1737 0 .1740 0 .1742 0 .1745 0.1747 0.1750 0.1752 0.1754 0.1757 0 .1759 0.1761 0.1763 0.1766 0.1768 0 .1770 0.1772 0 .1775 0.1777 0.1779 0.1781 0.1783 0.1785 0 .1787 0.1790 0.1792 0.1794 0.1796 0.1798 0.1800 0 .1802 0 .1804 0.1806 0 .1808 0 .1810 0.1812 0 .1814 0.1816 0.1818 0.1820 0 .1822 0.1823 0.1825 0.1827 0.26 I Q o. 25 I Q o. 25 I Q o. 25 I Q o.24 I Q 0.24 I Q 0.24 IQ 0 .23 IQ 0 .23 IQ 0.23 /Q 0 .22 /Q 0.22 Q 0.22 Q 0.22 Q 0.21 Q 0.21 Q 0 .21 Q 0.21 Q 0 .21 Q 0 .20 Q 0.20 Q 0 .20 Q 0.20 Q 0.20 Q 0.19 Q 0.19 Q 0.19 Q 0.19 Q 0.19 Q 0.19 Q 0.18 Q 0.18 /Q 0.18 /Q 0.18 /Q 0.18 Q 0.18 Q 0.18 Q 0.17 Q 0.17 Q 0.17 Q 0.17 Q 0.17 Q 0.17 Q 0.17 Q 0.17 Q 0.16 Q 0.16 Q 0.16 Q 0 .16 Q 0.16 Q 0.16 Q 0.16 Q 0.16 Q 0.16 Q 0.15 /Q 0.15 Q 0.15 Q 0.15 Q 0.15 Q 0.15 Q 0.15 Q 0.15 Q 0.15 Q 0.15 Q 0.15 Q 0.14 Q 0.14 Q 0.14 Q 0.14 Q 0.14 Q 0.14 Q 0.14 Q 0.14 Q 0.14 Q 0.14 /Q 0.14 /Q PR8HYD Page 8 V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V/ V/ V/ V/ V/ VI VI VI VI VI v/ V/ VI VI VI VI V PR8HYD End of computations, total study area 1.465 (Ac.) Page 9 Stage Storage Capacity Caculations Infiltration rate 0,09 inches/ hour Qout =AV= A acres• 43560 sf/Acre (infiltration rate in/hr)• 1ft/12in (1 hr/3600 sec) Orifice Flow: g= Q = C •A• sqrt(2gh) C= Orifice-1 No. of openings Elevation diameter A= Weir Opening-1 Elevation Cd Width g Orifice-2 No. of openings Elevation diameter A= Grate Inlet-Overflow Elevation Cw L w Lw 32.20 sf/sec 0.60 100.67 4.6 inches 0.12 sf 100.00 0.60 0 ft 32.20 sf/sec 0 100,00 0 inches 0.00 sf 104.0 3.00 1.5 fl 1.5 ft 6 sf Stage Storage Water De(!th (fl! Volume (c!} Area (Ac.fl! 100.00 0 0.000 103.00 1,380 0.032 103.50 1,960 0.045 104.00 2,550 0,059 104.50 3,150 0,072 1246D -LOG -Magnolia 0.38 ft 0.00 ft Area of Infiltration (fl! q infiltration NIA 0.000 1,150 0.002 1,150 0.002 1,150 0.002 1,150 0.002 The observed infi ltration rate, as docum ented in the Geotechnical Investigation for 1534 Magnolia Avenue, Carlsbad, Califo rnia, prepared for Asthon 3, LLC by Geocon Incorporated, on January 17, 2018, was determined to be 0.20 inches per hour. The Geotechnical Investigation assumed a factor of safety of 2.0, whi ch produced a design infiltration of 0.10 in/hr. However, per Fom1 1-9, the combined factor of safety should be 2.19. This produced a design infiltration of 0.09 inches per hour. The infi ltration rate based on Form I-9 (0.9 inches per hour) was used in calculation. Effective Head Q..ill Effective Head Q..ill Effective Head Q..ill Effective Head Q..ill Qtotal Draw down Orifice-1 Orifice-1 Orifice-2 Orifice-2 Weir Weir Grate Inlet Grate Inlet q inf+ q orifice in hours N/A 0.00 NIA 0.00 NIA 0.00 N/A 0.00 0.000 0.000 2.14 0.81 NIA 0.00 0,00 0,00 NIA 0.00 0.815 0.470 2.64 0.90 N/A 0.00 0.00 0.00 NIA 0.00 0.905 0.602 3.14 0,98 4.00 0.00 0.00 0.00 0.00 0,00 0,987 0.718 3.64 1.06 4.50 0.00 4.50 0.00 0.50 3.1 8 4.244 0.206 DET_5-21-18 21212019 Time (Hours) 0.017 0 .033 0 .050 0.067 0.083 0.100 0.117 0.133 0.150 0.167 0 .183 0.200 0.217 0.233 0.250 PR8DET FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 -2012 stud y date: 02/13/19 Program License serial Number 6313 From study/file name: PR8HYD .rte ** '' '' * '' *'' * * *'' ''** ''* * *** ** *'' ** * HYDROGRAPH DATA****'"'*''**'''**''******''**'"'''*''' Number of intervals= 365 Time interval= 1.0 (Min.) Maximum/Peak flow rate= 4.727 (CFS) Total volume= 0.183 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0 .000 0.000 0.000 0 .000 vol (AC.Ft) 0.000 0.000 0.000 0.000 0.000 """"""""""*""""""''"""""""*k""""""**k***"""'""''*---··--k--kA***-kk-k~-*--- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 802.000 to Point/Station 903 .000 **** RETARDING BASIN ROUTING **''* user entry of depth-outflow-storage data Total number of inflow hydrograph intervals= 365 Hydrograph time unit= 1.000 (Min.) Initial depth in storage basin= 0.00(Ft.) Initial basin depth = Initial basin storage= Initial basin outflow= 0. 00 (Ft.) 0.00 (Ac .Ft) 0.00 (CFS) Depth vs. Storage and Depth vs. Discharge data : Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac. Ft) (CFS) (Ac. Ft) (AC. Ft) 0 .000 2 .500 3 .000 3 .500 4 .000 Graph values: 0.000 0 .026 0.040 0 .053 0.067 0.000 0.798 0.890 0.973 4.231 0.000 0 .025 0.039 0.052 0 .064 0.000 0 .027 0.041 0 .054 0 .070 Hydrograph Detention Basin Routing 'I'= unit inflow; 'O'=outflow at time s hown ---------------------------------------------------------------------Inflow Outflow Storage Depth (CFS) (CFS) (Ac. Ft) .0 1. 2 2.36 3.55 4.73 (Ft.) 0.03 0.00 0 .000 0 I 0.00 0.06 0.00 0 .000 0 I 0.01 0.08 0.01 0 .000 0 I 0.02 0.11 0.01 0.000 0 I 0.03 0.14 0.01 0.000 0 I 0.04 0.14 0.02 0.001 0 I 0.06 0.14 0.02 0.001 0 I 0.07 0.14 0.03 0.001 0 I 0.09 0.14 0.03 0 .001 0 I 0 .10 0.14 0.04 0.001 0 I 0.12 0.14 0.04 0.001 0 I 0.13 0.14 0.05 0.001 0 I 0.14 0.14 0.05 0.002 0 I 0.16 0.14 0.05 0.002 0 I 0 .17 0.14 0.06 0.002 0 I 0.18 Page 1 PR8DET 0.267 0.14 0.06 0.002 0 0.19 0.283 0 .14 0 .06 0.002 0 0.20 0.300 0 .14 0.07 0 .002 0 0.21 0.317 0.14 0.07 0 .002 0 0.22 0.333 0 .14 0.07 0 .002 0 0.23 0.350 0.14 0.08 0 .002 0 0.24 0.367 0.14 0.08 0.003 0 0.25 0.383 0.14 0 .08 0.003 0 0. 26 0.400 0.15 0.08 0 .003 0 0.26 0.417 0.15 0.09 0.003 0 0. 27 0.433 0 .15 0 .09 0.003 0 0.28 0.450 0.15 0 .09 0.003 0 0.29 0.467 0.15 0.09 0 .003 0 0.29 0.483 0.15 0.10 0.003 0 0. 30 0.500 0.15 0 .10 0 .003 0 0. 31 0.517 0 .15 0 .10 0 .003 0I 0. 31 0 . 533 0.15 0.10 0.003 OI 0 .32 0. 550 0.15 0.10 0.003 0I 0.33 0 . 567 0.15 0.11 0.003 0I 0 .33 0.583 0.15 0.11 0 .004 0I 0.34 0 .600 0.15 0.11 0 .004 0I 0 .34 0.617 0.15 0.11 0 .004 0I 0 .35 0.633 0.15 0.11 0.004 0I 0.35 0.650 0.15 0.11 0 .004 0I 0.36 0.667 0.15 0.12 0 .004 0I 0 .36 0.683 0.15 0.12 0.004 OI 0.37 0 .700 0.15 0.12 0.004 0I 0.37 0 . 717 0.15 0.12 0.004 0I 0.38 0.733 0.15 0.12 0.004 0I 0 .38 0 .750 0.16 0.12 0.004 0I 0 . 39 0.767 0.16 0.12 0.004 0I 0.39 0.783 0.16 0.13 0.004 0I 0.39 0.800 0.16 0.13 0.004 0I 0 .40 0.817 0.16 0.13 0 .004 0I 0.40 0.833 0.16 0.13 0.004 0I 0 .41 0.850 0.16 0.13 0.004 0I 0 .41 0.867 0 .16 0.13 0.004 0I 0.41 0.883 0.16 0.13 0.004 0I 0.42 0.900 0.16 0 .13 0 .004 0I 0.42 0.917 0.16 0.14 0 .004 0I 0.42 0.933 0 .16 0 .14 0.004 0I 0.43 0 .950 0.16 0 .14 0 .004 0I 0 .43 0.967 0.16 0 .14 0.004 0I 0 .43 0.983 0 .16 0.14 0.005 0I 0 .44 1.000 0.16 0.14 0.005 0I 0.44 1.017 0.16 0 .14 0.005 0I 0.44 1.033 0.16 0.14 0.005 0I 0.44 1.050 0.16 0 .14 0.005 0I 0.45 1.067 0 .17 0 .14 0 .005 0I 0.45 1. 083 0 .17 0.14 0.005 0I 0.45 1.100 0.17 0.15 0 .005 0I 0.46 1.117 0.17 0 .15 0.005 0I 0 .46 1.133 0.17 0 .15 0.005 0I 0 .46 1.150 0 .17 0 .15 0 .005 10 0 .46 1.167 0 .17 0 .15 0.005 10 0.47 1.183 0 .17 0 .15 0 .005 10 0.47 1. 200 0 .17 0 .15 0 .005 10 0.47 1. 217 0 .17 0 .15 0 .005 10 0 .47 1. 233 0 .17 0.15 0.005 10 0.48 1. 250 0.17 0.15 0.005 10 0.48 1. 267 0 .17 0.15 0 .005 10 0.48 1. 283 0.17 0.15 0.005 10 0 .48 1.300 0 .17 0.16 0.005 10 0.49 1. 317 0 .17 0.16 0 .005 10 0 .49 1. 333 0.17 0.16 0 .005 0 0 .49 1. 350 0.18 0.16 0 .005 0 0 .49 1. 367 0.18 0.16 0.005 0 0. so 1. 383 0.18 0.16 0 .005 0 0 . so 1.400 0.18 0.16 0.005 0 0 . so 1. 417 0.18 0.16 0.005 0 0. so 1. 433 0.18 0.16 0.005 0 0. 51 1. 450 0.18 0.16 0.005 0 0 . 51 1. 467 0.18 0.16 0.005 0 0 . 51 1. 483 0.18 0.16 0.005 0 0 . 51 1. 500 0.18 0.16 0.005 0 0. 52 1. 517 0.18 0.17 0.005 0 0. 52 1. 533 0.18 0.17 0.005 0 0. 52 1. 550 0.18 0.17 0.005 0 0 . 52 1. 567 0.19 0.17 0.005 0 0. 53 Page 2 PR8DET 1.583 0.19 0.17 0.005 10 0. 53 1.600 0.19 0.17 0.006 10 0. 53 1. 617 0.19 0.17 0.006 10 0. 53 1. 633 0.19 0.17 0.006 10 0. 53 1. 650 0.19 0.17 0.006 10 0. 54 1. 667 0.19 0.17 0.006 10 0. 54 1. 683 0.19 0.17 0.006 10 0. 54 1.700 0.19 0.17 0.006 10 0. 54 1. 717 0.19 0.17 0.006 10 0. 55 1. 733 0 .19 0.18 0.006 10 0. 55 1. 750 0.20 0.18 0.006 10 0. 55 1. 767 0.20 0.18 0.006 10 0. 55 1.783 0.20 0.18 0.006 0 0. 56 1.800 0.20 0.18 0 .006 0 0. 56 1. 817 0.20 0.18 0.006 0 0. 56 1. 833 0.20 0.18 0 .006 0 0. 56 1. 850 0.20 0.18 0.006 0 0. 57 1. 867 0.20 0.18 0.006 0 0. 57 1. 883 0.20 0 .18 0.006 0 0. 57 1.900 0.20 0.18 0 .006 0 0. 57 1. 917 0.21 0.18 0.006 0 0. 58 1. 933 0 .21 0.19 0 .006 0 0. 58 1. 950 0.21 0.19 0.006 0 0. 58 1. 967 0 .21 0.19 0.006 0 0. 59 1. 983 0.21 0 .19 0.006 0 0. 59 2.000 0.21 0 .19 0.006 0 0. 59 2.017 0.21 0.19 0.006 0 0. 59 2.033 0.21 0 .19 0.006 0 0.60 2.050 0.21 0.19 0.006 0 0.60 2.067 0.21 0.19 0.006 0 0.60 2.083 0.22 0.19 0.006 0 0.61 2.100 0 .22 0.19 0.006 0 0.61 2.117 0.22 0.20 0.006 0 0.61 2 .133 0.22 0.20 0.006 0 0.61 2.150 0.22 0.20 0.006 0 0.62 2.167 0.22 0.20 0.006 0 0.62 2.183 0.22 0.20 0.006 0 0.62 2.200 0 .22 0.20 0.007 0 0.63 2.217 0.23 0 .20 0.007 0 0.63 2.233 0.23 0.20 0.007 0 0.63 2.250 0 .23 0.20 0.007 0 0.64 2.267 0.23 0.20 0.007 0 0.64 2.283 0.23 0.21 0.007 0 0.64 2.300 0 .23 0 .21 0.007 0 0.65 2.317 0.23 0.21 0.007 0 0.65 2.333 0.23 0.21 0.007 0 0.65 2.350 0.24 0 .21 0.007 0 0.66 2.367 0.24 0.21 0.007 0 0.66 2.383 0.24 0.21 0.007 0 0.66 2.400 0 .24 0. 21 0 .007 0 0.67 2.417 0.24 0.21 0 .007 0 0.67 2.433 0.24 0 .22 0.007 0 0.68 2.450 0.25 0 .22 0.007 0 0.68 2.467 0.25 0.22 0.007 0 0.68 2.483 0.25 0.22 0.007 0 0.69 2.500 0.25 0.22 0 .007 0 0.69 2. 517 0.25 0.22 0.007 0 0.69 2.533 0.25 0.22 0.007 0 0 .70 2.550 0.26 0.22 0.007 0 0.70 2.567 0 .26 0.23 0.007 0 0 .71 2.583 0.26 0.23 0 .007 0 0.71 2.600 0.26 0.23 0.007 0 0 . 72 2.617 0.26 0.23 0 .007 0 0. 72 2.633 0.27 0.23 0.008 0 0.73 2.650 0.27 0 .23 0 .008 0 0.73 2.667 0 .27 0 .23 0 .008 0 0.73 2.683 0.27 0.24 0.008 0 0.74 2.700 0.27 0 .24 0.008 0 0 .74 2.717 0 .28 0.24 0.008 0 0.75 2.733 0.28 0.24 0.008 0 0.75 2.750 0.28 0.24 0.008 0 0 .76 2.767 0.28 0.24 0.008 0 0.76 2.783 0.29 0 .25 0 .008 10 o. 77 2.800 0.29 0.25 0.008 10 0 . 77 2.817 0.29 0.25 0.008 10 0 .78 2.833 0.29 0.25 0.008 10 0.79 2 .850 0 .29 0.25 0 .008 10 0.79 2 .867 0 . 30 0.25 0 .008 IOI 0 .80 2.883 0. 30 0.26 0 .008 IOI 0.80 Page 3 PR8DET 2.900 0.30 0.26 0.008 OI I 0.81 2.917 0. 31 0. 26 0.008 OI I 0.81 2.933 0. 31 0.26 0.009 OI I 0.82 2.950 0. 31 0. 26 0.009 OI I 0.83 2.967 0.31 0.27 0.009 OI I 0.83 2.983 0.32 0.27 0.009 OI I 0.84 3.000 0.32 0.27 0.009 OI I 0 .85 3.017 0.32 0.27 0.009 OI I 0 .85 3.033 0.33 0.27 0.009 OI I 0.86 3.050 0.33 0.28 0.009 OI I 0.87 3.067 0.34 0.28 0.009 OI I 0.87 3.083 0.34 0.28 0.009 OI 0.88 3.100 0.34 0.28 0.009 OI 0.89 3.117 0.35 0.29 0.009 OI 0.90 3 .133 0.35 0.29 0.009 OI 0.91 3.150 0.35 0.29 0.010 OI 0.91 3.167 0.35 0. 29 0.010 OI 0.92 3.183 0.36 0.30 0.010 0 0.93 3.200 0.37 0. 30 0.010 0 0 .94 3.217 0.37 0.30 0.010 0 0.95 3.233 0.38 0.31 0.010 0 0 .96 3.250 0.39 0.31 0.010 0 0 .97 3.267 0.39 0.31 0.010 0 0 .98 3.283 0.39 0.32 0.010 0 0.99 3.300 0.40 0 .32 0 .010 0 1.00 3. 317 0 .40 0.32 0 .010 0 1.01 3.333 0 .40 0.33 0.011 0 1.02 3.350 0.41 0.33 0.011 0 1.03 3.367 0 .42 0 .33 0.011 0 1.04 3.383 0.43 0 .34 0.011 0 1.05 3.400 0 .44 0 . 34 0.011 0 1.07 3.417 0.45 0 .34 0.011 OI 1.08 3.433 0 .45 0 .35 0.011 OI 1.09 3.450 0.46 0 .35 0 .012 OI 1.11 3.467 0.46 0.36 0.012 OI 1.12 3.483 0.47 0. 36 0 .012 OI 1.14 3.500 0.47 0.37 0.012 OI 1.15 3.517 0.49 0.37 0.012 OI 1.16 3.533 0 . 50 0.38 0.012 OI 1.18 3.550 0.52 0 .38 0.012 OI 1. 20 3.567 0. 53 0.39 0.013 OI 1.22 3.583 0.54 0.39 0.013 OI 1. 24 3. 600 0. 55 0.40 0.013 OI 1 .26 3.617 0. 56 0 .41 0.013 OI 1. 28 3.633 0. 57 0.41 0.013 OI 1. 30 3.650 0. 58 0.42 0.014 OI 1. 32 3.667 0. 59 0.43 0.014 OI 1. 34 3.683 0.62 0.43 0.014 0 I 1. 36 3.700 0.64 0 .44 0.014 0 I 1. 39 3.717 0 .67 0.45 0 .015 OI 1. 42 3.733 0.70 0.46 0.015 OI 1.45 3.750 0 .72 0.47 0.015 OI 1.48 3.767 0.74 0 .48 0.016 0 I 1.51 3.783 0 .76 0.49 0.016 0 I 1. 55 3.800 0.78 0. 50 0 .016 0 I 1. 58 3.817 0.80 0. 52 0 .017 0 I 1. 62 3.833 0.82 0 . 53 0.017 0 I 1. 66 3.850 0 .90 0. 54 0 .018 0 I 1. 70 3.867 0.98 0 . 56 0.018 0 I I 1. 75 3.883 1.05 0 . 58 0.019 0 II 1. 81 3.900 1.13 0.60 0.020 0 II 1. 88 3.917 1.21 0. 62 0.020 0 I 1. 95 3.933 1. 31 0 .65 0.021 0 I I 2 .03 3.950 1.40 0.68 0.022 0 II I 2.12 3.967 1. 50 0.71 0 .023 0 I I I 2.23 3.983 1.60 0.75 0.024 0 I I I 2.33 4 .000 1. 70 0.78 0.025 0 I I I 2.45 4 .017 2 .31 0.81 0.027 0 I I I 2.54 4.033 2.91 0.82 0.030 0 I I I 2.63 4.050 3.52 0.84 0.033 0 I I I 2.75 4.067 4.12 0.87 0.037 0 I I I 2.89 4 .083 4.73 0. 90 0.042 0 I I I 3.07 4.100 3.98 0.93 0.047 0 I I I I 3.25 4.117 3.22 0.96 0.050 0 I I I I I 3.39 4.133 2.47 0.97 0.053 0 I I I I 3.49 4.150 1. 72 1. 25 0.054 0 I I I I 3.54 4 .167 0.97 1. 28 0 .054 I 0 I I I 3.55 4.183 0.90 1.18 0.054 I 0 I I I 3.53 4 .200 0.84 1.10 0.054 IOI I I I 3.52 Page 4 PR8DET 4. 217 0 .78 1.02 0 .053 IO 3.51 4.233 0.71 0.97 0.053 I 0 3.49 4.250 0.65 0 .97 0.052 I 0 3.48 4 .267 0.62 0 .97 0.052 I 0 3.46 4 .283 0. 59 0.96 0.051 I 0 3.44 4.300 0. 56 0.96 0.051 I 0 3.42 4 .317 0 .53 0.96 0.050 I 0 3.40 4.333 0 . 51 0.95 0.050 I 0 3.38 4 .350 0 .49 0.95 0 .049 I 0 3.35 4.367 0.47 0 .94 0.049 I 0 3.33 4.383 0.46 0 .94 0.048 I 0 3 .30 4 .400 0.44 0. 94 0.047 I 0 3 .28 4.417 0.42 0.93 0.047 I 0 3 .25 4 .433 0.41 0.93 0.046 I 0 3.22 4.450 0.40 0.92 0 .045 I 0 3.20 4.467 0.39 0.92 0.044 I 0 3 .17 4.483 0.38 0.91 0.044 I 0 3.14 4.500 0.37 0.91 0 .043 I 0 3 .11 4 .517 0 .36 0.90 0 .042 I 0 3.08 4 .533 0.35 0.90 0.041 I 0 3.05 4. 550 0.35 0.89 0.041 I 0 3 .03 4.567 0 . 34 0.89 0.040 I 0 3.00 4.583 0.33 0.88 0.039 I 0 2 .97 4 .600 0.32 0.88 0 .038 I 0 2 .94 4.617 0 .32 0.87 0 .038 I 0 2 .91 4 .633 0 .31 0.87 0 .037 I 0 2 .89 4 .650 0.31 0.86 0.036 I 0 2 .86 4.667 0.30 0.86 0.035 I 0 2 .83 4.683 0.29 0.85 0.035 II 0 2 .80 4 .700 0.29 0.85 0 .034 I 0 2 .78 4.717 0.28 0.84 0 .033 I 0 2.75 4.733 0.28 0.84 0.032 I 0 2 .72 4.750 0.27 0.83 0 .031 I 0 2 .69 4.767 0.27 0.83 0.031 I 0 2.67 4 .783 0.27 0.82 0.030 I 0 2 .64 4 .800 0 .26 0.82 0 .029 I 0 2.61 4.817 0.26 0.81 0 .028 I 0 2.59 4 .833 0.26 0.81 0.028 I 0 2 .56 4 .850 0.25 0.80 0.027 I 0 2 .53 4.867 0 .25 0.80 0.026 I 0 2 .50 4.883 0.25 0.78 0 .025 I 0 2.44 4.900 0 .24 0.76 0.025 I 0 2.37 4.917 0.24 0.73 0.024 I 0 2.30 4.933 0 .24 0. 71 0.023 I 0 2.24 4.950 0 .23 0.69 0 .023 I 0 2 .17 4.967 0.23 0.68 0 .022 I 0 2 .11 4.983 0.23 0.66 0.021 I 0 2 .06 5.000 0.22 0.64 0.021 I 0 2.00 5.017 0.22 0. 62 0 .020 I 0 1. 95 5.033 0.22 0.61 0 .020 I 0 1. 90 5.050 0.22 0. 59 0.019 I 0 1.85 5.067 0 .21 0.57 0.019 I 0 1. 80 5.083 0 .21 0. 56 0.018 I 0 1. 75 5 .100 0.21 0. 54 0.018 I 0 1. 71 5 .117 0.21 0. 53 0 .017 I 0 1. 66 5 .133 0.21 0. 52 0.017 I 0 1. 62 5 .150 0.20 0. 50 0.016 I 0 1. 58 5.167 0.20 0.49 0 .016 I 0 1. 54 5.183 0.20 0.48 0.016 I 0 1. 50 5.200 0.20 0.47 0.015 I 0 1. 47 5.217 0.20 0.46 0.015 I 0 1. 43 5.233 0.19 0.45 0 .015 I 0 1.40 5.250 0.19 0.44 0.014 IO 1. 36 5.267 0.19 0.43 0.014 IO 1. 33 5.283 0.19 0.42 0.014 IO 1. 30 5.300 0.19 0.41 0 .013 IO 1. 27 5.317 0.19 0.40 0 .013 IO 1. 24 5.333 0.18 0 .39 0.013 IO 1. 22 5.350 0.18 0.38 0.012 IO 1.19 5.367 0.18 0.37 0.012 IO 1.16 5 .383 0.18 0. 36 0.012 IO 1.14 5.400 0.18 0.36 0 .012 IO 1.12 5.417 0 .18 0.35 0.011 IO 1.09 5.433 0.18 0. 34 0 .011 IO 1.07 5.450 0 .17 0.33 0 .011 IO 1.05 5.467 0 .17 0.33 0.011 IO 1.03 5 .483 0 .17 0.32 0.010 110 1.01 5 .500 0.17 0.32 0.010 IIO 0 .99 5.517 0.17 0. 31 0.010 IIO 0 .97 Page 5 PR8DET 5.533 0.17 0. 30 0.010 IO 0.95 5.550 0.17 0. 30 0.010 IO 0. 93 5.567 0 .17 0 .29 0 .010 0 0.92 5.583 0.16 0 .29 0.009 0 0.90 5.600 0.16 0.28 0.009 0 0.88 5.617 0 .16 0 .28 0.009 0 0.87 5.633 0 .16 0.27 0.009 0 0.85 5.650 0 .16 0.27 0.009 0 0.84 5.667 0.16 0 .26 0.009 0 0.82 5.683 0.16 0.26 0.008 0 0.81 5.700 0.16 0.25 0.008 0 0.80 5.717 0 .16 0.25 0.008 0 0.78 5.733 0 .15 0 .25 0 .008 0 0. 77 5.750 0 .15 0.24 0.008 0 0.76 5.767 0 .15 0.24 0.008 [O 0.75 5.783 0 .15 0.24 0 .008 [O 0.74 5.800 0 .15 0.23 0.008 [O 0.73 5.817 0 .15 0.23 0.007 [O 0.72 5.833 0 .15 0.23 0.007 [O 0.71 5.850 0 .15 0.22 0.007 [O 0.70 5.867 0 .15 0.22 0 .007 IO 0.69 5.883 0.15 0 .22 0.007 IO 0.68 5.900 0 .15 0.21 0.007 IO 0.67 5.917 0.14 0.21 0.007 IO 0 .66 5.933 0 .14 0.21 0.007 IO 0.65 5.950 0 .14 0.20 0 .007 IO 0 .64 5.967 0 .14 0.20 0 .007 IO 0.63 5.983 0.14 0.20 0 .007 IO 0 .63 6.000 0.14 0.20 0 .006 IO 0 .62 6.017 0 .14 0.19 0 .006 IO 0.61 6.033 0.14 0.19 0.006 IO 0.60 6.050 0.14 0 .19 0.006 IO 0.60 6 .067 0.14 0.19 0 .006 IO 0 . 59 6.083 0.14 0.19 0 .006 IO 0. 58 6 .100 0.00 0.18 0.006 IO 0.57 6.117 0 .00 0.17 0.006 IO 0. 54 6 .133 0.00 0.17 0.005 IO 0. 52 6.150 0.00 0.16 0.005 IO 0 . so 6.167 0 .00 0.15 0 .005 IO 0.48 6.183 0.00 0 .15 0.005 0 0.46 6.200 0.00 0.14 0.005 0 0.44 6.217 0.00 0.13 0.004 0 0.42 6.233 0.00 0.13 0.004 0 0.40 6 .250 0.00 0.12 0.004 0 0.39 6.267 0.00 0.12 0 .004 0 0.37 6 .283 0 .00 0.11 0 .004 0 0.36 6 .300 0.00 0.11 0.004 0 0.34 6.317 0 .00 0.10 0.003 0 0.33 6 .333 0 .00 0.10 0.003 0 0.31 6.350 0.00 0.10 0.003 0 0.30 6.367 0.00 0.09 0.003 0 0.29 6.383 0.00 0.09 0 .003 0 0.28 6.400 0 .00 0.08 0.003 0 0.27 6.417 0 .00 0.08 0.003 0 0.25 6.433 0.00 0.08 0.003 0 0.24 6.450 0 .00 0.07 0.002 0 0.23 6.467 0.00 0 .07 0.002 0 0.22 6.483 0 .00 0 .07 0 .002 0 0.21 6. 500 0 .00 0.07 0.002 0 0.21 6. 517 0 .00 0.06 0.002 0 0.20 6.533 0 .00 0.06 0.002 0 0.19 6. 550 0.00 0.06 0.002 0 0.18 6. 567 0.00 0 .06 0.002 0 0.17 6.583 0.00 0 .05 0.002 0 0.17 6.600 0.00 0.05 0.002 0 0.16 6.617 0 .00 0 .05 0 .002 0 0.15 6.633 0.00 0.05 0 .002 0 0 .15 6.650 0.00 0 .04 0.001 0 0 .14 6.667 0 .00 0.04 0 .001 0 0 .13 6.683 0.00 0.04 0 .001 0 0.13 6.700 0.00 0.04 0.001 0 0 .12 6.717 0.00 0.04 0 .001 0 0 .12 6.733 0.00 0 .04 0 .001 0 0 .11 6.750 0.00 0 .03 0.001 0 0.11 6.767 0.00 0.03 0.001 0 0 .10 6.783 0.00 0.03 0.001 0 0.10 6.800 0.00 0.03 0 .001 0 0 .10 6.817 0.00 0.03 0.001 0 0.09 6.833 0.00 0.03 0.001 0 0.09 Page 6 PR8DET 6 .850 0.00 0.03 0.001 0 0 .08 6.867 0.00 0.03 0 .001 0 0.08 6 .883 0.00 0 .02 0 .001 0 0.08 6.900 0 .00 0 .02 0 .001 0 0.07 6.917 0 .00 0.02 0.001 0 0.07 6.933 0.00 0.02 0.001 0 0 .07 6.950 0 .00 0.02 0.001 0 0 .07 6 .967 0.00 0.02 0.001 0 0 .06 6.983 0 .00 0.02 0.001 0 0.06 7.000 0.00 0.02 0.001 0 0.06 7.017 0.00 0.02 0.001 0 0.06 7.033 0.00 0.02 0.001 0 0 .05 7 .050 0.00 0.02 0.001 0 0.05 7.067 0.00 0.02 0.001 0 0.05 7.083 0.00 0.01 0 .000 0 0.05 7.100 0.00 0.01 0.000 0 0.04 7.117 0.00 0.01 0.000 0 0 .04 7 .133 0.00 0.01 0.000 0 0.04 7.150 0.00 0.01 0 .000 0 0.04 7 .167 0 .00 0.01 0 .000 0 0.04 7.183 0.00 0.01 0.000 0 0.04 7.200 0.00 0.01 0 .000 0 0.03 7.217 0.00 0.01 0 .000 0 0.03 7.233 0.00 0.01 0.000 0 0.03 7 .250 0.00 0.01 0.000 0 0 .03 7.267 0.00 0.01 0.000 0 0.03 7.283 0.00 0.01 0 .000 0 0.03 7.300 0.00 0.01 0.000 0 0.03 7 .317 0.00 0.01 0.000 0 0.03 7.333 0.00 0.01 0 .000 0 0.02 7 .350 0.00 0.01 0.000 0 0.02 7 .367 0.00 0.01 0.000 0 0.02 7 .383 0.00 0.01 0.000 0 0.02 7 .400 0.00 0.01 0.000 0 0.02 7.417 0 .00 0.01 0.000 0 0.02 7.433 0.00 0.01 0.000 0 0.02 7.450 0.00 0.01 0.000 0 0.02 7.467 0.00 0.01 0 .000 0 0.02 7 .483 0.00 0.01 0.000 0 0.02 7 .500 0 .00 0 .01 0.000 0 0.02 7 . 517 0.00 0.00 0.000 0 0.02 7.533 0.00 0.00 0.000 0 0.01 7. 550 0.00 0.00 0.000 0 0.01 7.567 0 .00 0.00 0 .000 0 0 .01 7.583 0.00 0.00 0.000 0 0.01 7 .600 0.00 0.00 0 .000 0 0 .01 7 .617 0.00 0.00 0.000 0 0.01 7 .633 0.00 0.00 0.000 0 0.01 7.650 0.00 0.00 0.000 0 0.01 7 .667 0.00 0.00 0.000 0 0 .01 7.683 0.00 0.00 0.000 0 0.01 7 .700 0.00 0.00 0.000 0 0.01 7.717 0.00 0.00 0.000 0 0.01 7.733 0.00 0.00 0.000 0 0.01 7.750 0.00 0.00 0.000 0 0.01 7 .767 0 .00 0.00 0.000 0 0.01 7 .783 0 .00 0.00 0 .000 0 0.01 7.800 0.00 0.00 0 .000 0 0 .01 7.817 0 .00 0.00 0.000 0 0.01 7.833 0 .00 0.00 0.000 0 0 .01 7 .850 0.00 0.00 0 .000 0 0 .01 7.867 0.00 0.00 0 .000 0 0.01 7.883 0.00 0.00 0.000 0 0.01 7 .900 0.00 0.00 0 .000 0 0.01 7 .917 0.00 0.00 0 .000 0 0 .01 7.933 0.00 0.00 0 .000 0 0.01 7.950 0.00 0.00 0 .000 0 0.01 7.967 0 .00 0.00 0.000 0 0 .00 7.983 0.00 0.00 0 .000 0 0.00 8.000 0.00 0.00 0.000 0 0.00 8.017 0.00 0.00 0.000 0 0.00 8 .033 0.00 0.00 0.000 0 0 .00 8.050 0.00 0.00 0.000 0 0.00 8.067 0.00 0.00 0.000 0 0.00 8.083 0.00 0.00 0.000 0 0 .00 8.100 0.00 0.00 0.000 0 0 .00 8.117 0.00 0.00 0 .000 0 0 .00 8 .133 0.00 0.00 0 .000 0 0.00 8.150 0.00 0.00 0 .000 0 0.00 Page 7 PR8DET ''*'""""""""''"'''*'""'*''*''''**'""'HYDROGRAPH DATA:, .... * .. ,· ................................... '' ...... .. Number of intervals = 489 Time interval= 1.0 (Min.) Maximum/Peak flow rate 1.279 (CFS) Total volume= 0 .183 (Ac .Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 stream 4 Stream 5 Peak (CFS) 0.000 0.000 0 .000 0 .000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 kAnnnAnKnA"""**"*-***"**k**-**--*""''""""""''"""""""""""""""h"""""K*-*""" Page 8 OFFSITEROUTE San Diego county Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering software,(c)1991-2012 version 7.9 Rational method hydrology program based on San Diego county Flood control Division 2003 hydrology manual Rational Hydrology Study Date: 02 /13/19 ... "**" ,.,. .. ,. Hydrology Study control I nformation ********** Program License serial Number 6313 Rational hydrology study storm event year is English (i n-lb) input data units used Map data precipitation entered: 6 hour, precipitation(inches) = 2 .600 24 hour precipitation(inches) = 4.700 P6/P24 = 55 .3% San Diego hydrology manual 'C' values used 100 .0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 901.000 to Point/Station 902.000 ***'' USER DEFINED FLOW INFORMATION AT A POINT ''*'"* user specified 'C' value of 0.250 given for subarea Rainfall intensity (I)= 6.850(In/Hr) for a 100.0 year storm user specified values are as follows: TC= 5.00 min. Rain intensity= 6 .85(In/Hr) Total area= 0.135(Ac.) Total runoff= 0.230(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 902.000 to Point/Station 903 .000 **** PIPEFLOW TRAVEL TIME (User specified size) '"''"' upstream point/station elevation= Downstream point/station elevation= Pipe length 18.00(Ft.) Slope= No. of pipes= 1 Required pipe flow Given pipe size= 12.00(In.) 144.260(Ft.) 144.120(Ft.) 0.0078 Manning 's N 0.230(CFS) calculated individual pipe flow 0.230(CFS) Normal flow depth in pipe= 2.20(In .) Flow top width inside pipe = 9.28(In.) critical Depth = 2.36(In .) Pipe flow velocity= 2.33(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC)= 5.13 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 902 .000 to Point/Station 903.000 *""''' CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed : In Main Stream number: 1 Stream flow area = 0.135(Ac.) Runoff from this stream 0.230(CFS) Time of concentration = 5.13 min. Rainfall intensity= 6.739(In/Hr) Program is now starting with Mai n Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 802 .000 to Point/Station 903 .000 **** USER DEFINED FLOW INFORMATION AT A POINT '"""' user specified 'c' value of 0.670 given for subarea Rainfall intensity (I)= 4.199(In/Hr) for a 100 .0 year storm user specified values are as follows: TC= 10.68 min. Rain intensity = 4.20(In/Hr) Total area = l.465(Ac.) Total runoff= l.279(CFS) Page 1 OFFS ITEROUTE ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 802.000 to Point/station 903.000 **'"' CONFLUENCE OF MAIN STREAMS *'""' The following data inside Main Stream i s listed: In Main Stream number: 2 stream flow area= l.465(Ac.) Runoff from this stream l .279 (CFS) Time of concentration = 10.68 min . Rainfall intensity = 4.199(In/Hr) summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS ) (min) (In/Hr) 1 0 .230 5 .13 6.739 2 1.279 10.68 4.199 Qmax(l) 1.000 * 1.000 * 0.230) + 1.000 i: 0.480 ~': 1. 279) + 0.844 Qmax(2) 0.623 i: 1.000 * 0 .230) + 1.000 * 1.000 ~': 1. 279) + 1.422 Total of 2 main streams to confluence: Flow rates before confluence point: 0 .230 1.279 Maximum flow rates at confluence using above data: 0.844 1.422 Area of streams before confluence: 0 .135 1.465 Results of confluence: Total flow rate = l.422(CFS) Time of concentration 10.680 min. Effective s tream area after confluence l.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 903.000 to Point/Station 904.000 **"" PIPEFLOW TRAVEL TIME (User specified size) *,,,,,, Upstream point/station elevation = Downstream point/station elevation= Pipe len~th 261.00(Ft.) Slope= No. of pipes= 1 Required pipe flow 144.120(Ft.) 142 .300(Ft .) 0.0070 Manning's N 1. 422 (CFS) Given pipe size = 15.00(In.) calculated individual pipe flow l.422(CFS) Normal flow depth in pipe= 5.26(In.) Flow top width inside pipe = 14.3l(In.) critical Depth= 5.66(In .) Pipe flow velocity = 3 .71(Ft/s) Travel time through pipe= 1.17 min. Time of concentration (TC) 11.85 min . End of computations, total study area= 1. 600 (AC.) Page 2 0.013 ATTACHMENT 5 HYDROLOGY MAP -EXISTING CONDITIONS r-- a:, N LEGEND ----160--fXIS71NG CONTOUR (MAJOR) fXIS71NG CONTOUR (MINOR) HYDROLOGIC BASIN BOUNDARY -----HYDROLOGIC Fl.OW PA TH PR-1 BASIN NUMBER []][j AREA (ACRES) @ NODE NUMBER (160.00) ELEVA 710N (FEET) Civil .__andworks 110 COPPERWOOD WAY, SUITE P, OCEANSIDE, CA 92058 PH: 760-908-87 45 • info@civillandworks.com GRAPHIC SCALE SCALE: 1"= 20' 40 ATTACHMENT 5 EXISTING HYDROLOGIC CONDITIONS ~L--------------------------------------------------------------------------------------------------------------------------~ ATTACHMENT 6 HYDROLOGY MAP -PROPOSED CONDITIONS 0, -"' LEGEND ,---160---._ ------- ---160....___ ----- PR -1 11.63 1 @ (160.00} Civil fXISTTNG CONTOUR (MAJOR) fXISTTNG CONTOUR (MINOR) PROPOSW CONTOUR (MAJOR) PROPOS[D CONTOUR (MINOR) HYDROLOG1C BASIN BOUNDARY HYDROLOGIC FLOW PA 7H BASIN NUMBER AREA (ACRES) NODE NUMBER ELEVA TTON (FEET) ,!;:::landworks 110 COPPERWOOD WAY, SUITE P, OCEANSIDE, CA 92058 PH : 760-908-8745 • info@civillandworks.com 20 D 20 GRAPHIC SCALE SCALE: 1"= 20' 40 ATTACHMENT 6 PROPOSED HYDROLOGIC CONDITIONS ,oL--------------------------------------------------------------------------------------------------------------------------------~