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Tract Map 35481 Highgate Senior Living Drainage Study
-7t DRAINAGE STUDY FOR HIGHGATE CITY OF TEMECULA A.P.N. 944-290-022 OWNER: Buron Healthcare LTD Contact: Howard Addison 1177 West Hastings Street Suite 2133 Vancouver, B.C. Canada V6E 2K3 Phone: (604) 687-2280 Fax: (604) 687-2990 ENGINEER: SWS Engineering Inc. 261 Autumn Drive, Suite 115 San Marcos, CA 92069 Phone: (951) 296-3407 Fax: (951) 587-9451 PN 13-043 BY: Date: 5 /s Michael SchwbV4r RCE 59658 Exp. 12-31-15 oQSOiESSIOp44 Date Comments yQ� �PE`0 SCFIHFIr yC�y 05/04/15 4t" Submittal =' 2 No.59658 �9 s Q s Clv\1- OQ�\lgrf OF CA,��F DRAINAGE STUDY FOR HIGHGATE CITY OF TEMECULA A.P.N. 944-290-022 OWNER: Buron Healthcare LTD Contact: Howard Addison 1177 West Hastings Street • Suite 2133 Vancouver, B.C. Canada V6E 2K3 Phone: (604) 687-2280 Fax: (604) 687-2990 ENGINEER: SWS Engineering Inc. 261 Autumn Drive,Suite, 115 San Marcos, CA 92669 Phone: (951) 296-3407 Fax: (951) 587-9451 PN 13-043 BY: Date: Michael Schweitzer RCE 59658 Exp. 12-31-15 Date Comments • 05/04/15 4'"Submittal TABLE OF CONTENTS 1.0 PROJECT DESCRIPTION ......................................................................................1 2.0 PURPOSE...............................................................................................................2 3.0 METHODOLOGY....................................................................................................2 4.0 HYDROLOGY ..........................................................................................................2 4.1 Pre-Development Condition .........................................................................2 4.2 Post-Development Conditions .....................................................................2 5.0 CONCLUSION ....................:...................................................................................4 APPENDICES _ Appendix A— Reference Charts Appendix B — Pre-Development Hydrology Calculations Appendix C — Post-Development Hydrology Calculations Appendix D — Unit Hydrograph and Bioretention Detention Calculations Appendix E =Water Quality Calculations MAPS Pre-Development Hydrology Map Post-Development Hydrology Map • • 1.0 PROJECT DESCRIPTION The property is a rectangular shaped parcel of land consisting of approximately 3.4 acres, located in the city of Temecula. The site has been rough graded for a previously approved project; however, site improvements were not completed. The site is bounded on the east by Moraga Road, on the north by Rancho California Road, on the west by an existing mass graded pad and on the south by Via Las Colinas. MaRcgR,TA RptSCNO CALIFORt11A R00. . MA I T E D. RAN�OROAp �,�� 1h F�spy 9� yGF VICINITY MAP NOT TO SCALE 2.0 PURPOSE The purpose of this study is to determine the peak runoff rates and velocities for the pre- development and post-development conditions. Comparisons will be made at the same discharge points for each drainage basin affecting the site and adjacent properties. The adequacy of existing and proposed conveyance facilities affected by the project such as catch basin inlets and existing storm drain will be determined. Stormwater treatment • facilities will be analyzed for adequate treatment and for conveyance of major storm events. • 3.0 METHODOLOGY: The hydrology calculations included herein utilize the Rational Method as outlined in the County of Riverside Hydrology Manual. Flow and volume based BMPs were calculated using the Riverside County Storm Water Quality BMP Design Handbook. 4.0 HYDROLOGY: 4.1 Pre-Development Conditions A Pre-Development Hydrology Map delineating basin areas, flow paths and concentration points has been prepared for the tributary basins and is located in the back of this report as Exhibit 'A'. In Basin 100, runoff flows from the southeast corner to the northeast corner of the site through an existing earthen swale and into an existing desilting basin, and then discharges to Rancho California Road through an existing curb outlet. - In Basin 200, the runoff flows from the center of the pad towards the southwest corner of the basin. The runoff then continues to flow westerly across the adjacent mass graded property to a desilting basin and finally discharges to Via Los Colinas through an existing curb outlet. • In Basin 300, the runoff sheet flows towards the northwest corner of the basin. The runoff then continues to flow across the westerly adjacent mass graded property to a desilting basin and_finally discharges to Rancho California Road through an existing curb outlet. The runoff combines with the flow from Basin 100 along Rancho California Road. 4.2 Post-Development Conditions A Post-Development Hydrology Map delineating basin areas, flow paths and concentration points has been prepared for the tributary basins and is located in the back of this report as Exhibit 'B'. In Basin 100, the runoff flows from the south side of the basin to the northeast through curb and gutter and enters a series of storm drain catch basins into the large bioretention basin. After exiting the bioretention basins the runoff is collected into an underground storm drain system which directs runoff north to discharge to Rancho California Road through a curb outlet. In Basin 300, the runoff is collected in a serious of bioretention basins and pipes and flows to the northwest corner of the property. This storm drain system discharges out to Rancho California Road. 5.0 CONCLUSIONS: The development of the site will increase the pre-development flow rate of storm water • in the 106-year storm event; however, the increased flow rate will be mitigated by onsite detention facilities, which are the bioretention basins and a large 36" HDPE pipe with • outlet. control. Therefore, the development of the site is not expected .to cause any adverse effects.on the downstream storm drain facilities. Table 1 - Pre and Post-Develo ment Areas and Flows Area (ac) 0100(cfs) Basin I pre-Dev Post-Dev Pre- Post- +� Node Dev Dev 100 1.4 1.54 3.3 5.1 1.8 200 0.9 0.25 2.3 1.1 (1.2) 300 1.0 1.47 2.6 4.9 23 400 0.04 0.2 0.2 +3.1 • APPENDIX A , Reference Charts � aMfoN/N�W1N■l./N/N�■■NON■/!/■■/NNNN/�■�A/N■1N/NNN EiNitM�Moo�ua\wlti■�1��\■���■�■■�l�m��t�■S■■�a�a��■\lnMMa�mt�ttS■/\I tN■■■qSo aH■!■wSE■SN oe■■/!\nMSo■■!//nt\EEaMa"Monson tO■S■■En■ iiiniiu■aiaoiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii ■N■N/W■oNtssno■Otto■!nt■o■osln■/t■■ttMONSONttttt WEE nnn■■■nntnn■n■ ■Mama■tq\OMMagNa•lattott�MOSmmE....���____ maeOantao■ol•r1RGhPl[:17.���.i�Em OE■�Em�m�e�m M�S���i ioiM.....oMOMnOa N ■SOEEESOTuZ�.af!Ji+W++��MNtEEnt�anN.�!_�---- ■mnmo■/aN Ntnq�ti7+_�dq�4R71tttEt■.�_���M�E�■.C7�•�lltEmME■��•••••��■Et■MtMot■ nminme_.r�eq■er.�ayM.��.tut.•_c..mtt�7GGiiC::!!��������o��mtN■mMta■ Mn/aNnal• 1]i71•■err-t7\du_�ino�tttgv_-- �••••N■■tttntotn■ 1/7111OMEEM�JCVSi■Rb1�1:�5.■\■ttott��Gi/t�t����������i�����ttn■■\noon/■/p dots■stJ► /R1ti'l�S�mSttE■�aE!�im�MOOSO■■am._.�Mmt��rpii�C��\mm�m■maoM■ . laoaatSt►_LI11ul"Y_i�tstl\ttt���t�t�lsttt.!��ltrtttl..��.�tttttt-,mmnmwm���� ' ■oOOOM/iRa✓�NtIRC11�YCi�■t■t�l[ello�5�go■■t.S-int��tttttttN_N■Nnntn/n■ nS otklSd'!.itNn�;SySAatS■SyIs7G imanat►_G Mq�Em■mna OSP�-...Nm Nmmnm■ EtatLpn■ttlF�a6�!iNtttt( !715is7ttt.!:�tntttttttt.!=..s■tmtttonttttttt■ ■■P.na�IH�1uU�iw/■IIfr.7 ViE/ .!►��!iH■anNn■nl.��rt■nnnnnt.!Ge\Ono■o■/n■ ■t/,t!/%t■a�iNMNEiii!i■►C:M►;!i OtaataMMtta!�mtaat/e M�.��.Ot■■MaaN eOMt■ SI.NI,�atTJGEq\tSR�JSSM(�AH�ESSEtttttae!imtSttattaSimSESSttttMtSM■\Eton Il■■raltVlNtttR\;�7i/tCti�nttts■/t■/!i■■tttontl�i■■t■tltotonn■t/■/tnn\■ I\■�aaO��ttgSt:ir�ttlL��tNtttll�S�t■tt■tt■Sittttttwasommt■■■t/■nt/t/■ MriMDi MNiW�ev%Ml II■/SafiH �J'�t�!GY:�SNESI•,.ViN■onM■fimolMOnoam■■■\oa/Em■nnlO/M■Oagnn■ NEIiNgH9t%:/,NE.4 A■tttgt►Jtq■tt/ittolttgttt/Nntttotgttt■nNnt/nt■ Ioa/maatly/Jm•�M/NN■S•\'7%ptSa o�iEamlOtn aMmaSM■OaM nn Em■■■■NEamm nl'Inttiu/.prry'%tNtti�J�tH/tl�/t■s■NNnn■nn■■nn//nn\n/tt■■ltstH � uI q■�I�TNgtA7Y■�h�H�N�\����������������������������\NAY ■ ■I�tttl■•IttY�i■golfJ,■ttgt��tttlttlttttto■ttttt■ttt/tttttn■mmomm • ■ ■'IS■tsLH1L■tttR`J�itsNt■itttnttttNttq■tgsttttttggltqlnNn ■ InaOMM�tl:7!ma/ol{\'iS■aMO/%ao■m\O■EOaan/■■Moto■oEOa■■■■■■OSmaOS■ante r//oSO/ISam%ttu;1•.wtll,�■tllntt■tt■!t/tt/lt!//■t■/ttnntt/■tltt/tttt i Moor iiiiiiiiiiiiiiiiii i ayj \ormoNMENOMONEEN���������������������t��������p� !■'A 'Atli■/�otl}:.%lo■tso■t■Monolnoltt■s/!■nontt■nts\lttttttttmoo■s■ � ■ or'Ito/Ott.:I/t■eymossolot■tltttt■/t■■■■■t■ln!■tn■tt\■otltttn/t■Moto/ ■ or 'A 0117■EaGY,■atMatSSNo■MEt■MtOm■oaolatMaM■OSMttOSSn■sfOan■■OeS ■ EII■■!I■E/MIA OSIC►i1oo■■■■■■■lMa■■SMOnotoa■!■totStaMotot000■\Ot■■\ooaS ■ ■'ItM/NEE IlMM:71oE�■alttOe\■la/■000OOEOMn■oS■■ttEa■■Ot■omSSOOOSoaOtO ■ ■ImlloOno/I/tI)ii71■/\►`■■■noon■nnllnntnt/■■t!■tonnt/tnto■nt■\n■■ntnono■ ■ II■/'/■so/lttli/tltnn\`\ot■■o■o■ono■■ttt■■■■!t■Ott■nt/t■■■tot■t■!t■o/t ■ II■■Etaaam lltt;igm Eas■\\SS E■ aM■■StESE _ tttttt tt■■tto■ttttt ■ !■MSSt�It�V/Itt■Mont■nooaEMSOSHnMSSOSOStE■aSaSMssat���������\� ■ ■r1t�Mll■SDI/•MM�o�\ail■�S■S\EnS�ttttm■�MtatES■■M�■aMSSEntoMOOSS�at ■ ■'/tM■'Ion\/m\\■o■lamE■oO■■oma■■OOSm\■EEO■m■mtmMma■/■aaaM■ea■!■totes 0 ■ IF MEMO ■ ►iO MMMM IlOmaa■\►\\I\O■ol■■O OIm■■■mmaem■■/1me■■■■■O■eM■EOM■emNO ■ samommonmomommonsonommumn ■ ■ES/Mta'ItomtnommSaSS■tSSttnttSSE\tEaataattSaS■MSOOt■/■■tMa■■Ota■MSSME■ ann nomummumim\nsosonsommonsommasman\onsom ismomroisimAommmomnmeoomm awoonmmsomommommm antAnn/1monommusREMEMMENEMEMEMo smosommons n■so■sommemoss Mono■ommm■SatSE■SogS■\�tESSMat■t■eMMt■■moommotmme ErlonllsmmtstmmtaE\■■■m■■ono■■eESSotEtooSt - _ SOME E'ISO/m■MOE■■mN■■Ea■mommmmonoO■MltoMolo l some IF HERE manommoso son / Oman mommosoms NEE Name\■EmO■anomomm■nOOE■mmEOIEEEon IIS/'ImaMeN NEWS MmoeooamommanntosoOMSSa■tan ■ ltS■ MENNENiiiiommommommonown mummmmiii no ME iiiiiiFF COEFFICIENT C — - • Et■■MNaISURVES mommumams HOMES ENRONS0000astotsono"NomennoSSSatoSOIL GROUP-B ■■�\�M�O�O�N�■�eCOVER TYPE-URBAN LANDSCAPING E■■OE�nOEMMEOSMMssoMIlEaon � samonmI�E\�O�■ • ' ail\ MENEM/ aoommons • D NUMBER nn I11.MNaMmNNmSENmm\MmtnatmoEaNNOnfumlaa\/n�E ■O�� ■A■��EmOao■M H o aNto S eM o m%nso mmoo mm no m o mm�aNno"SaoaaMEOnaNmtommommommallouEnNNaw0■MENEMNmmommMmmona/eEaONNOaamaaw ma■ nMamt�m OSet�nOgEgnogaYOlO1SoENN■ IONOONan !jNt l �Nnq■■MBamNSEmngSaMwmonsoon SSNEE N"Mon ■EtgaESOO &MISS - a EmEmENmNEemmMMEMmmmEMEEMNMmEMMNMMN\OmNENNMNmOMamNE N■O M�N a a • Hydrologic Soil Group—Wes verside Area,California • 4867J0 486]50 486760 486810 486840 486870 496900 486930 486960 486990 487020 33 3027 33'392T' 7AIs _ o ' Q 0 'n 8 e VP n o n 33°30'20" 86 33'30'20" 720 4 486 869 750 486780 486810 484 Z70 486900 430 488960 486990 48 020 Map Scale:1:1,630lf prhled w A a12e(8.5'x 11')sheet. J Meters e zo ao ao ,zo Feet 0 50 100 200 300 USDA Natural Resources Web Soil Survey 9/28/2010 Conservation Service National Cooperative Soil Survey Page 1 of 4 Hydrologic Soil Group—Western Riverside Area,California MAP LEGEND MAP INFORMATION Area of Interest(AOI) Map Scale:1:1,630 if printed on A size(8.5': 11")sheet. Area of Interest(A01) The soil surveys that comprise your AOI were mapped at 1:15,940. Soils Please rely on the bar scale on each map sheet for accurate map Soil Map Units measurements. Soil Ratings Source of Map: Natural Resources Conservation Service (] A Web Soil Survey URL: http:llwebsoilsumey.nrm.usda,gov I] A/D Coordinate System: UTM Zone 11N NAD83 ® B This product is generated from the USDA-NRCS certified data as of the version date(s)listed below. Q B/D Soil Survey Area: Western Riverside Area,California (] C Survey Area Data: Version 5,Jan 3,2008 Cm Date(s)aerial images were photographed: 6612005 D The orthophoto or other base map on which the soil lines were Not rated or not available compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting Political Features of map unit boundaries may be evident. Cities Water Features . Oceans -- Streams and Canals Transportation tyy Rails N Interstate Highways w US Routes Major Roads N Local Roads Natural Resources Web Soil Survey 9/28/2010 Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group—Western Riverside Area,California Hydrologic Soil Group Hydrologic Soil Group—Summary by Map Unit—Western Riverside Area,California - Map unit symbol Map unit name Rating Acres In AOI Percent o1 AOI AtD2 Arlington and Greenfield fine sandy B 2.3 18.9% foams,8 to 15 pert ant slopes, eroded GyC2 Greenfield sandy loam,2 to 8 percent B 0.2 1.7% slopes.eroded GyD2 Greenfield sandy loam.8 to 15 B 0.0 0.0% percent slopes;eroded RmE3 Ramona and Buren sandy loams; 15 B 9.8 79.3% to 25 percent slopes,.severely eroded Totals for Area of Interost 12.4 100.0% • Natural Resources Web Soil Survey 9/28/2010 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group-Westem Riverside Area.Celilomia • 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 protectedby 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. Group 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 thathave 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 as 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 D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Lower • l5� Natural Resources Web Soil Survey 9/28/2010 Conservation Service National Cooperative Soil Survey Page 4 of 4 APP_ENDIX,B Pre-Development Hydrology Calculations Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 04/04/14 File: 100EX.out ------------------------------------------------------------------------ HIGHGATE BASIN 100 10 YEAR EXISTING HYDROLOGIC CONDITION PREPARED BY: PDA DATE 4-3-14 BASIN 100 ------------------------------------------------------------------------ ••"`•`"`• Hydrology Study Control Information •••""•`++ English (in-lb) Units used in input data file ------------------------------------------------------------ ----------- Program License Serial Number 6144 ------------------------------------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control 6 Water Conservation District 1978 hydrology manual . • Storm event (year) = 10.00 Antecedent Moisture Condition .= 2. Standard intensity-duration curves data (Plate D-9 .1) For the ( Murrieia,Tmc, Rnch Callorco ) area used. 10 year storm 10 minute intensity - 2.360(In/Hr) 10 year storm 60 minute intensity_ = 0.880(In/Hr) 100 year storm 10 minute intensity = 3: 980(In/Hr) 100 year storm 60 minute intensity 1.300(ln/Hr) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity - 0.880(In/Hr) Slope of intensity duration curve - 0.5500 Process from Point/Station 101 .000 to Point/Station 102.000 **** INITIAL AREA EVALUATION ***" Initial area flow distance = 196 . 000(Ft . ) Top (of initial area) elevation = 1139.000(Ft . ) Bottom (of initial area) elevation - 1132.000 (Ft. ) • Difference in elevation = 2.000 (Ft . ) Slope = 0.01370 s(percent)= 1 . 37 TC = k (0.530) * ( (length^3)/ (elevation change) ) ^0. 2 Initial area time of concentration 9. 177 min. • Rainfall intensity 2 .972 (In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient - 0.781 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1 .000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 0.000 RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1 .000; Impervious fraction = 0.000 Initial subarea runoff - 0.850 (CFS) Total initial stream area - 0. 990(Ac. ) Pervious area fraction = 1 .000 ++++i++++++++++++++++++++t++++++++++++++++++++++++++a++++i++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 "'•" IMPROVED CHANNEL_TRAVEL_TIME '_•" - - - - Upstream point elevation 11-33_000(Ft. ) Downstream point elevation .1129.000(Ft. ) Channel length thru subarea = 352.000(Ft . ) Channel base width 5.000(Ft_. ) Slope or '2' of left channel bank 5.006 Slope or ' 2' of right channel bank 5.000 • Estimated mean flow rate at midpoint of channel = 1 . 951 (CFS) Manning's 'N' = 0.020 Maximum depth of channel - 2.000(Ft. ) Flow(q) thru subarea = 1:951 (CFS) Depth of flow = 0.139 (Ft. ) , Average velocity 1 .916 (Ft/s) Channel flow top width = 6.336 (Ft. ) Flow Velocity = 1 .92(Ft/s) Travel time = 3.06 min. Time of concentration 12.24 min. Sub-Channel No. 1 Critical depth - 0. 131 (Ft. ) Critical flow top width 6.309(Ft . ) Critical flow velocity- 1 .961 (Ft/s) Critical flow area - 0. 790(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.764 Decimal fraction soil group, A - 0.000 Decimal fraction soil group B = 1 .000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) 78.00 Pervious area fraction = 1 .000; impervious fraction = 0.000 Rainfall intensity = 2.110(ln/Hr) for a 10.0 year storm Subarea runoff 1.199 (CFS) for 0. 710(Ac. ) • Total runoff = 1 .999 (CFS) Total area = 1 .150(Ac. ) Depth of flow 0.161 (Ft. ) , Average velocity - 2.139(Ft/s) Sub-Channel No. 1 Critical depth = 0. 160(Ft . ) • Critical flow top width = 6 .602 (Ft . ) Critical flow velocity= 2 . 146 (Ft/s) Critical flow area = 0.929(Sq.Ft) ++++++++{}++}}}+i*i+++++4+++}+++f}i+++++++}++++++}++++++++ 1++?++i.... Process from Point/Station 103 .000 to Point/Station 104 .000 •'*• PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation - 1123.000(Ft. ) Downstream point/station elevation - 1122 .000(Ft. ) Pipe length - 45.00(Ft. ) Manning's N - 0.013 No. of pipes = 1 Required pipe flow = 1 . 999 (CFS) Given pipe size .- 36.00(In. ) Calculated individual pipe flow. 1 .999 (CFSj Normal flow depth in pipe 3.53 (In. ). _ Flow -top width inside pipe 21 : 91(In. ) Critical Depth - 5.23(In. ) Pipe flow velocity = 5.57(Ft/s) Travel time through pipe 0.13 min. Time of concentration (TC) = 12.37 min. • +++++++++++++++++++++++++t++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104 .000 to Point/Station 100.000 '••` PIPEFLOW TRAVEL TIME (User specified size) "** Upstream point/station elevation 1122.000 (Ft .) Downstream point/station elevation 1115.000(Ft. ) Pipe length = 37.00(Ft. ) Manning's N - 6.013 No. of pipes - 1 Required pipe flow = 1 . 999 (CFS) Given pipe size = 12.00(In. ) Calculated individual pipe flow = 1 . 999 (CFS) Normal flow depth in pipe 2 .91 (In. ) Flow top width inside pipe 10.28 (In. ) Critical Depth = 7.23(In. ) Pipe flow velocity = 13.58(Ft/s) Travel time through pipe = 0. 05 min. Time of concentration (TC) - 12. 42 min. ++++++++++++++++++++++++++++++++++++++++++......;++++++i+++++++++4+i++ Process from Point/Station 105.000 to Point/Station 100.000 ' *'• SUBAREA FLOW ADDITION '••• UNDEVELOPED (poor cover) subarea Runoff Coefficient - 0. 763 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 1 .000 • Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) - 78.00 Pervious area fraction - 1 .000; Impervious fraction = 0.000 • Time of concentration 12. 42 min. Rainfall intensity - 2.093 (In/Hr) for a 10.0 year storm Subarea runoff - 0.399 (CFS) for 0.250(Ac. ) Total runoff - 2.393 (CFS) Total area - 1 . 400(Ac. ) End of computations, total study area - 1 .40 (Ac. ) The following figures may be used for a unit hydrograph study of ttie same area. Area averaged pervious area fraction(Ap) 1 .000 Area averaged RI index number 78 .0 • • Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7. 1 Rational Hydrology Study Date: 04/03/14 File:100ex .out ------------------------------------------------------------------------ HIGHGATE BASIN 100 100 YEAR EXISTING CONDITION HYDROLOGIC ANALYSIS PREPARED BY: PDA DATE 4-3-14 ------------------------------------------------------------------------ ••••'•• •• Hydrology Study Control Information *'•"�•*** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program, License Serial Number 6199 -------------------------------------------- Rational Method Hydrology Program based on Riverside. County Flood Control &Water Conservation District 1978 hydrology manual • Storm event (year) - 100.00 Antecedent Moisture Condition = 1 Standard intensity-duration curves data (Plate D-9 . 1) For the .[ Murrieta,Tmc,.Rnch Callorco ] area used. 10 year storm 10 minute intensity - 2.360(ln/Hr) 30 year storm 60 minute intensity - 0. 880(In/Hr) 100' year storm 10 minute intensity = 3.980(In/Hr) 100 year storm 60 minute intensity 1 .300(In/Hr) Storm event. year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1 .300(In/Hr) Slope of intensity duration curve = 0. 5500 +}}++++++++#4++++++}4+++++++i4}++++++++++++++++++++++i++++++++++++++++ Process from Point/Station 101 .000 to Point/Station 102. 000 "*`• INITIAL AREA EVALUATION "'• Initial area flow distance = 146 .000 (Ft. ) Top (of initial area) elevation - 1139 .000(Ft . ) Bottom (of initial area) elevation = 1132.000(Ft. ) Difference in elevation = 2.000(Ft . ) Slope - 0.01370 s(percent)- 1 .37 TC = k (0. 530) * [ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 9. 177 min. • Rainfall intensity - 3.651 (In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient - 0.727 Decimal fraction soil group A - 0.000 Decimal fraction soil group B = 1 .000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 0.000 RI index for soil(AMC 1) - 60.60 Pervious area fraction - 1 .000; Impervious fraction = 0.000 Initial subarea runoff - 1 .169 (CFS) Total initial stream area - 0. 440(Ac. ) Pervious area fraction - 1 .000 Process from Point/Station 102.000 to Point/Station 103 .000 IMPROVED CHANNEL TRAVEL_ TIME_"."`' _ - _ -- - - - - Upstream point elevation = 1133. 000(Ft . ) ' Downstream point elevation = ' 1129.000(Ft. ) Channel length thru subarea = 352. 000(Ft. ) Channel_ base width , = 5.000(Ft. ) r Slope .o 'Z' of left channel bank = 5.000 Slope or 'Z' of right channel bank 5.000 Estimated mean flow rate at midpoint of channel 2.000(CFS) Manning's 'N' = 0.020 Maximum depth of channel 2. 000(Ft. ) Flow(q) thru subarea - 2.000 (CFS) Depth of flow 0.161 (Ft. ) , Average velocity 2.142 (Ft/s) Channel flow top width - 6.609(Ft. ) Flow Velocity = 2. 14 (Ft/s) Travel time 2. 74 min. Time of concentration - .11 .92 mina Sub-Channel No. 1 Critical depth = 0.162 (Ft . ) Critical flow top width = 6 .621 (Ft. ) Critical flow velocity- 2. 123 (Ft/s) Critical flow area - 0.942(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient - 0. 706 Decimal fraction soil group A - 0.000 Decimal fraction soil group B = 1 .000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D = 0.000 RI index for soil (AMC 1) - 60.60 Pervious area fraction - 1 .000; Impervious fraction 0. 000 Rainfall intensity - 3. 163 (In/Hr) for a 100.0 year storm Subarea runoff 1 . 586(CFS) for 0. 710(Ac. ) • Total runoff = 2 . 755(CFS) Total area - 1 . 150(Ac. ) Depth of flow 0.193 (Ft. ) , Average velocity = 2.387 (Ft/s) Sub-Channel No. 1 Critical depth - 0. 197(Ft . ) Critical flow top width 6 . 973 (Ft. ) Critical flow velocity= 2.333 (Ft/s) Critical flow area - 1 . 181 (Sq.Ft) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104 . 000 **•• PIPEFLOW TRAVEL TIME (User specified size) ***• Upstream point/station elevation - 1123.000 (Ft. ) Downstream point/station elevation - 1122.000(Ft . ) Pipe length - 45.00(Ft. ) Manning's N = 0.013 No. of pipes - 1 Required pipe flow = 2. 755(CFS) Given pipe size 36.00(In.,) Calculated indibidual. pipe flow 2.755 (CFS) Normal . flow depth in pipe = _ `_ 4.12(In. ) - -- Flow top width inside pipe 22.92 (In. ) Critical depth, could not be calculated. Pipe. flow. velocity = . 6.14(Ft/s) Travel time through pipe = 0.12. min. Time of concentration .(TC) 12.64 min. Process from Point/Station 104.000 'to Point/Station 100.000 *•** PIPEFLOW TRAVEL TIME (User specified size) *•** Upstream point/station elevation 1122.000(Ft .) Downstream point/station elevation = ,1115.000(Ft. ) Pipe length 37.00(Ft. ) , Manning' s N = 0.013 No. of pipes - 1 Required pipe flow 2. 755(CFS) Given pipe size = 12.00(In. ) ' Calculated individual pipe flow . - 2. 755 (CFS) Normal flow depth in pipe 3. 42 (In. ) Flow top width inside pipe .10. 84 (In. ) Critical Depth = 8. 54(In. ) Pipe flow velocity - 14 .90(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) - 12.08 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++i+ Process from Point/Station 105.000 to Point/Station 100.000 *' •* SUBAREA FLOW ADDITION •**• UNDEVELOPED (poor cover) subarea Runoff Coefficient - 0. 705 Decimal fraction soil group A = 0. 000 Decimal fraction soil group B - 1 . 000 • Decimal fraction soil group C = 0. 000 Decimal fraction soil group D = 0. 000 RI index for soil (AMC 1) = 60.60 Pervious area fraction = 1 .000; Impervious fraction = 0.000 • Time of concentration - 12.08 min. Rainfall intensity - 3 .139(ln/Hr) for a 100.0 year storm Subarea runoff 0.553 (CFS) for 0.250(Ac. ) Total runoff - 3.308(CFS) Total area = 1 . 400(Ac. ) End of computations, total study area - 1 .40 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction (Ap) = 1 .000 Area averaged RI index number 78.0 • Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 04/04/14 File:200EX.out ------------------------------------------------------------------------ HIGHGATE BASIN 200 2 YEAR EXISTING HYDROLOGIC CONDITION PREPARED BY: PDA DATE: 4-3-14 ------------------------------------------------------------------------ *'•**•`*• Hydrology Study Control Information ****`**•** English (in-lb) Units used in input data file Program License Serial Number 6144 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control a Water. Conservation District 1978 hydrology manual • Storm event (year) = 2.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4,. 1) For the [ Murrieta,Tmc,Rnch, Callorco ] area used. 10 year storm 10 minute intensity - 2.360(In/Hr) 10 year storm 60 minute intensity - 0. 880(In/Hr) 100 year storm 10 minute intensity = 3. 480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Storm event year - 2.0 Calculated rainfall intensity data: 1 hour intensity = 0.586(In/Hr) Slope of intensity duration curve - 0. 5500 +++++++++++++++++1+++++++++++a++++++++++++......++++++++++++++++++++i+ Process from Point/Station 201 .000 to Point/Station 202.000 **" INITIAL AREA EVALUATION " *• Initial area flow distance = 150. 000(Ft. ) Top (of initial area) elevation - 1134 .000(Ft. ) Bottom (of initial area) elevation - 1132 .000(Ft . ) • Difference in elevation - 2.000(Ft. ) Slope = 0.01333 s(percent)- 1 . 33 TC - k (0. 530) * [ (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 9.327 min. Rainfall intensity 1 .632 (In/Hr) for a 2.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient - 0. 731 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 1 .000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 0.000 RI index for soil (AMC 2) = 78.00 Pervious area fraction = 1 .000; Impervious fraction = 0.000 Initial subarea runoff - 0.239 (CFS) Total initial stream area = 0.200 (Ac. ) Pervious area fraction - 1 .000 Process from Point/Station 202.000 to Point/Station 200.000 IMPROVED CHANNEL,CHANNEL• TRAVEL TIME '••• - -- Upstream point elevation = 1132.000(Ft. ) Downstream point elevation 1127. 000(Ft . ) Channel length thru subarea '16.4 .000(Ft. ) Channel base width ; 5.000(Ft. ) Slope or 'Z' of left channel .bank = 5. 000 Slope or 'Z' of right channel bank = 5.000 • Estimated mean flow rate at midpoint of channel 0.657(CFS) Manning's 'N' = 0.-015 Maximum depth of channel 2.000(Ft. ) Flow(q) thru subarea - 0.657(CFS) Depth of flow 0.053 (Ft. )., Average velocity.= 2.357 (Ft/s) Channel flow top width - 5.529(Ft. )_ Flow Velocity = 2.36 (Ft/s) Travel time 1 . 16 min. Time of concentration. - 10.49 min. Sub-Channel No. 1 Critical depth = 0.079 (Ft. ) Critical flow top width = 5. 791 (Ft . ) Critical flow velocity- 1 .539 (Ft/s) Critical flow area 0. 421(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient - 0. 722 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 1 .000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 0.000 RI index .for soil (AMC 2) = 78 .00 Pervious area fraction - 1 .000; Impervious fraction a 0. 000 Rainfall intensity - 1 .531 (In/Hr) for a 2.0 year storm Subarea runoff 0. 774 (CFS) for 0. 700(Ac. ) •. Total runoff = 1 .013(CFS) Total area = 0.900 (Ac. ) Depth of flow = 0.068 (Ft. ) , Average velocity - 2.772 (Ft/s) Sub-Channel No. 1 Critical depth = 0. 104 (Ft . ) Critical flow top width 6 . 045 (Ft . ) Critical flow velocity- 1 . 755 (Ft/s) Critical flow area = 0.577(Sq.Ft) End of computations, total study area = 0.90 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) 1 .000 Area averaged RI index number = 78.0 • • Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7. 1 Rational Hydrology Study Date: 04/04/14 File:200EX.out ------------------------------------------------------------------------ HIGHGATE BASIN 200 10 YEAR EXISTING HYDROLOGIC CONDITION PREPARED BY: PDA DATE 4-3-14 BASIN 200 ------------------------------------------------------------------------ """""*` Hydrology Study Control Information """`***"• English (in-lb) Units used in input data file Program License Serial Number 6144 --------------------------------------------- Rational Method Hydrology.Program based on Riverside County Flood Control 6 Water Conservation District 1978 hydrology manual • Storm event (year) 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4 . 1) For the [ Murrieta, Tmc, Rnch Callorco ] area used. 10 year storm 10 minute intensity 2.360(In/Hr) 10 year storm 60 minute intensity,- 0,. 880(In/Hr) 100 year storm 10 minute intensity 3. 480(In/Hr) 100 year storm 60 minute intensity = 1 .300(In/Hr) Storm event year - 10. 0 Calculated rainfall intensity data: 1 hour intensity - 0.880(In/Hr) Slope of intensity duration curve - 0.5500 +++++++++++}++++++++++}+++++++++++++++i+++++++++++++++++++++++++++++++ Process from Point/Station 201 .000 to Point/Station 202 . 000 INITIAL AREA EVALUATION •"• Initial area flow distance - 150.000(Ft. ) Top (of initial area) elevation - 1134.000(Ft . ) Bottom (of initial area) elevation = 1132 .000 (Ft . ) • Difference in elevation = 2.000(Ft . ) Slope - 0.01333 s (percent)- 1 . 33 TC - k (0.530) " ( (length"3) % (elevation change) ] "0.2 Initial area time of concentration - 9.327 min. • Rainfall intensity = 2.450(ln/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient - 0.780 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 1 .000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D - 0.000 RI index for soil (AMC 2) - 78.00 Pervious area fraction - 1 . 000; Impervious fraction - 0.000 Initial subarea runoff - 0.382(CFS) Total initial stream area - 0.200(Ac. ) Pervious area fraction = 1 .000 +++++++++++++++++++.++++++++++++++++++i,++++++++++++++++.++++++++++++++++ Process from Point/Station 202 .000 ,to Point/Station 200.000 •'"• 'IMPROVED CHANNEL TRAVEL TIME ----* Upstream point elevation = 1132.000(Ft..) Downstream point .elevation = 1127. 000(Ft :) Channel length .thru subarea 164.000(Ft . ) Channel base width = 5.000(Ft. ) Slope or 'Z' of left channel bank 5.000 slope or 'Z' of right channel bank = 5.000 • Estimated mean flow rate at midpoint of channel 1 .051 (CFS) Manning's 'N' - 0.015 Maximum depth of channel = 2.000(Ft . ) Flow(q) thru subarea - 1 .051 (CFS) Depth of flow - 0.070(Ft. ) , Average velocity - 2.810(Ft/s) Channel flow top width = 5.699(Ft. ) Flow Velocity = 2.81 (Ft/s) Travel time = 0.97 min. Time of concentration - 10.30 min. Sub-Channel No. 1 Critical depth - 0. 107 (Ft . ) Critical flow top width 6.074 (Ft . ) Critical flow velocity= I .767(Ft/s) Critical flow area = 0. 595(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0. 774 Decimal fraction soil group A - 0.000 Decimal fraction soil group B = 1 .000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) 78.00 Pervious area fraction = 1 .000; Impervious fraction - 0.000 Rainfall intensity - 2 .320(In/Hr) for a 10.0 year storm Subarea runoff = 1 .258(CFS) for 0. 700(Ac. ) • Total runoff 1 .640(CFS) Total area = 0.900(Ac. ) Depth of flow 0.091 (Ft . ) , Average velocity - 3 .308 (Ft/s) Sub-Channel No. 1 Critical depth - 0. 143 (Ft . ) • Critical flow top width = 6. 426 (Ft . ) Critical flow velocity- 2 .013 (Ft/s) Critical flow area 0.815(Sq.Ft) End of computations, total study area = 0.90 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1 .000 Area averaged RI index number 78.0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 04/03/14 File:200ex .out ------------------------------------------------------------------------ HIGHGATE BASIN 200 100 YEAR EXISTING CONDITION HYDROLOGIC ANALYSIS PREPARED BY: PDA DATE 4-3-14 BASIN 200 ********* Hydrology Study Control Information **•'**•+** English (in-lb) Units used in input data file Program License Serial Number 6144 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control 6 Water Conservation District 1978 hydrology manual • Storm event (year) = 100.00 Antecedent Moisture Condition = 1 Standard intensity-duration curves data (Plate D-4 .1) For the ( Murrieta,Tmc,Rnch Callorco J area used. 10 year storm 10 minute intensity - 2.360(In/Hr) 10 year storm 60 minute intensity - 0. 880(In/Hr) ' 100 year storm 10 minute intensity 3 .480(In/Hr) 100 year storm 60 minute intensity = 1 .300(ln/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity - 1 .300 (In/Hr) Slope of intensity duration curve = 0..5500 Process from Point/Station 201 .000 to Point/Station 202.000 • •** INITIAL AREA EVALUATION **** Initial area flow distance - 150. 000(Ft . ) Top (of initial area) elevation - 1134 . 000(Ft. ) • Bottom (of initial area) elevation - 1132.000 (Ft . ) Difference in elevation = 2.000(Ft. ) Slope - 0.01333 s (percent)= 1 .33 TC = k (0. 530) * ( (length"3) / (elevation change) ] "0.2 Initial area time of concentration - 9. 327 min. • Rainfall intensity 3.619 (In/Hr) for a 100. 0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient - 0.726 Decimal fraction soil group A - 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D = 0.000 RI index for soil (AMC 1) = 60.60 _ Pervious area fraction - 1 .000; Impervious fraction = 0.000 Initial subarea runoff - 0. 526 (CFS) Total initial stream area - 0.200(Ac. ) Pervious area fraction - 1 ..000 #i###+###+#4########+i#}###+###++###i###}#+#+.###+#}+#+#+#}##########i# Process from Point/Station 202.000 to"Point/Station 200.000 -- -- -IMPROVED CHANNEL TRAVEL TIME '••• - `- `--- - Upstream point elevation '= 1132. 000(Ft. ) Downstream point elevation 1127. 000(Ft. ) Channel length thru subarea 164.000(Ft. ) Channel base width. 5.000(Ft. ) Slope or 'Z' of left channel bank' _ 5-.,000 Slope or 'Z' of right channel bank 5.000 • Estimated mean flow rate at midpoint of channel = 1 .419(CFS) Manning's 'N' - 0.015 Maximum depth of channel 2.000(Ft . ) Flow(q) thru subarea = 1 .419(CFS) Depth of flow - 0.083 (Ft:") , Average velocity 3 .138 (FQs) Channel flow top width - 5.835(Ft . ). ' Flow, Velocity 3_14 (Ft/s) Travel time 0.81 min. Time of concentration - 10.20 min. Sub-Channel No. 1 Critical depth - 0. 130(Ft. ) ' Critical flow top width = 6 .299 (Ft . ) Critical flow velocity= 1 . 934 (Ft/s) Critical flow area 0. 734(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0. 719 Decimal fraction soil group A = 0. 000 Decimal fraction soil group B = 1 . 000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil (AMC 1) = 60.60 Pervious area fraction - 1 .000; Impervious fraction 0.000 Rainfall intensity = 3.446 (ln/Hr) for a 100.0 year storm Subarea runoff = 1 . 734 (CFS) for 0. 700(Ac. ) • Total runoff = 2.260(CFS) Total area = 0. 900(Ac. ) Depth of flow = 0. 110(Ft . ) , Average velocity - 3 .713 (Ft/s) Sub-Channel No. 1 Critical depth = 0. 174 (Ft . ) • Critical flow top width 6 . 738(Ft . ) Critical flow velocity= 2.215 (Ft/s) Critical flow area = 1 .020(Sq.Ft) End of computations, total study area = 0.90 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) 1 . 000 Area averaged RI index number = 78.0 • • Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7. 1 Rational Hydrology Study Date: 04/04/14 File:300EX.out ------------------------------------------------------------------------ HIGHGATE BASIN 300 2 YEAR EXISTING HYDROLOGIC CONDITION PREPARED BY: PDA DATE: 4-3-14 BASIN 300 ------------------------------------------------------------------------ * Hydrology Study Control Information ****'•" `* English (in-lb) Units used in input data file Program License Serial Number 6144 -- ------------------------------------------- Rational Method' Hydrology Program based on Riverside County .Flood Control 6 Water Conservation District 1978 hydrology manual • Storm event (year) 2.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4 . 1) For the [ .Murrieta, Tmc,Rnch Callorco' ] area used. 10 year storm 10 minute intensity 2.360(In/Hr) 10 year storm 60 minute intensity = 0:880(In/Hr) 100 year storm 10 minute intensity 3. 480(In/Hr) 100 year storm 60 minute intensity 1 .300(In/Hr) Storm event year = 2.0 Calculated rainfall intensity data: 1 hour intensity - 0.586 (In/Hr) Slope of intensity duration curve 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301 . 000 to Point/Station 302. 000 •**• INITIAL AREA EVALUATION *'** Initial area flow distance = 150.000(Ft. ) Top (of initial area) elevation - 1134 .000(Ft . ) Bottom (of initial area) elevation = 1132.000 (Ft . ) • Difference in elevation = 2.000(Ft. ) Slope = 0.01333 s (percent)- 1 .33 TC - k (0.530) * 1 (length^3) / (elevation change) ] ^0.2 Initial area time of concentration 9.327 min. Rainfall intensity - 1 .632(In/Hr) for a 2.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient - 0.731 Decimal fraction soil group A - 0.000 Decimal fraction soil group B = 1 . 000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D - 0. 000 RI index for soil (AMC 2) = 78.00 Pervious area fraction = 1 .000; Impervious fraction = 0. 000 Initial subarea runoff = 0.358 (CFS) Total initial stream area = 0.300(Ac. ) Pervious area fraction - 1 .000 Process from Point/Station 302.006 to Point/Station 300.000 •••• IMPROVED CHANNEL-:TRAVEL. TIME- .•.•.- - -- -- -- - Upstream point elevation = 1132.000(Ft . ) . Downstream point elevation = .1115:000(Ft. ) Channel length thru subarea 107.000(Ft. ) Channel base width 5 000(Ft. ) Slope or 'Z' of left channel bank 5.000 Slope or 'Z' of right channel bank 5.000' • Estimated mean flow rate at midpoint of channel 0. 776(CFS) Manning's "N' - 0.015 Maximum depth of channel 2.000(Ft . ) Flow(q) thru subarea = 0.776 (CFS) Depth of flow :- 0.036(Ft. ) , Average velocit'y = 4.188 (Ft/s) Channel flow top width - 5.358(Ft . ) Flow Velocity 9. 19(Ft/s) Travel time = 0.43 min. . Time of concentration = 9. 75 min. Sub-Channel No. 1 Critical depth = 0.088(Ft. ) Critical flow top width 5.879 (Ft. ) Critical flow velocity- 1 .629 (Ft/s) Critical flow area - 0. 978 (Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.728 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1 .000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D - 0.000 RI index for soil (AMC 2) - 78.00 Pervious area fraction - 1 .000; Impervious fraction - 0. 000 Rainfall intensity - 1 .593(ln/Hr) for a 2.0 year storm Subarea runoff = 0.812 (CFS) for 0. 700(Ac. ) • Total runoff 1. 170 (CFS) Total area = 1 .000(Ac. ) Depth of flow 0. 046 (Ft. ) , Average velocity - 4. 899(Ft/s) Sub-Channel No. 1 Critical depth - 0. 115(Ft . ) Critical flow top width 6. 1 52 (Ft . ) Critical flow velocity- 1.821(Ft/s) Critical flow area - 0.643 (Sq.Ft) End of computations, total study area - 1 .00 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction (Ap) 1 .000 Area averaged RI index number = 78.0 • • Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7. 1 Rational Hydrology Study Date: 04/04/14 File:300EX. out ------------------------------------------------------------------------ HIGHGATE BASIN 300 10 YEAR EXISTING HYDROLOGIC CONDITION PREPARED BY: PDA DATE: 4-3-14 ------------------------------------------------------------------------ •`+""'•+ Hydrology Study Control Information •++*++++r+ English (in-lb) Units used in input data file --------------------------------------------------- -------------------- Program License Serial Number 6144 ----------------------= ---------------- Rational Method Hydrology Program based on Riverside County Flood Control 6 Water ConservationDistrict 1978 hydrology manual • Storm event (year) = 10.00 Antecedent Moisture Condition - 2 Standard intensity-duration curves data (Plate D-4 . 1) For the I Murrieta,Tmc,Rnch Callorco• ] area used. 10 year storm 10 minute intensity •- 2.360(ln/Hr) 10 year storm 60 minute intensity - 0.880(In/Hr) 100 year storm 10 minute intensity'- 3.480(In/Hr) 100 year storm 60 minute intensity - 1 .300(In/Hr) Storm event year - 10.0 Calculated rainfall intensity data: 1 hour intensity - 0. 880(In/Hr) Slope of intensity duration curve = 0. 5500 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++♦++++++++++++ Process from Point/Station 301 .000 to 'Point/Station 302.000 ' '+` INITIAL AREA EVALUATION •"' Initial area flow distance - 150. 000 (Ft . ) Top (of initial area) elevation - 1134.000(Ft . ) Bottom (of initial area) elevation = 1132 .000 (Ft. ) • Difference in elevation = 2.000 (Ft . ) Slope - 0. 01333 s (percent)- 1 .33 TC = k (0.530) + f (length^3) / (elevation change) ] ^0.2 Initial area time of concentration = 9. 327 min. Rainfall intensity = 2. 450 (In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0. 780 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) - 78.00 Pervious area fraction = 1 .000; Impervious fraction 0. 000 Initial subarea runoff - 0.573 (CFS) Total initial stream area = 0. 300(Ac. ) Pervious area fraction = 1 .000 Process from Point/Station 302.00O ,to Point/Station 300.000 •"` IMPROVED CHANNEL..TRAVEL TIME! -*" - - - - Upstream point elevation 1132. 000(Ft.. ) Downstream point 'elevation = 1115. 000(Ft . ) , Channel length thru subarea = 107.000(Ft. )' Channel base width 5.000 (Ft. ) Slope or 'Z' of left channel bank = 5.000 Slope or 'Z' of right channel bank = 5.000 • Estimated mean flow rate at midpoint of channel = 1 :242(CFS) Manning's 'N' = 0.015 Maximum depth of channel 2. 000(Ft. ) Flow(q) thru subarea = 1.242 (CFS) Depth of flow - 0.047(Ft . ) , Average velocity 1 5.011 (Ft/s) Channel flow top width - 5.473 (Ft. ) Flow Velocity 5.01 (Ft/s) Travel time = 0.36 min. Time of concentration 9.68 min'. Sub-Channel No. 1 Critical depth = 0. 119(Ft . ) Critical flow top width = 6. 191 (Ft . ) Critical flow velocity= 1 .864 (Ft/s) Critical flow area 0.667 (Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient - 0.778 Decimal fraction soil group A = 0 .000 Decimal fraction soil group B = 1 .000 Decimal fraction soil group C = 0 .000 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) = 78.00 Pervious area fraction - 1 .000; Impervious fraction = 0. 000 Rainfall intensity = 2. 400(In/Hr) for a 10.0 year storm Subarea runoff = 1 .307 (CFS) for 0. 700(Ac. ) • Total runoff = 1 .88D(CFS) Total area - 1.000(Ac. ) Depth of flow = 0. 061 (Ft . ) , Average velocity - 5.858 (Ft/s) Sub-Channel No. 1 Critical depth - 0. 154 (Ft . ) Critical flow top width 6 . 543 (Ft. ) Critical flow velocity- 2. 112 (Ft/s) Critical flow area - 0.891 (Sq.Ft) End of computations, total study area - 1 .00 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area .fraction(Ap) 1 .000 Area averaged RI index number 18.0 • Riverside County Rational Hydrology Program C1VILCADD/CIVILDESIGN Engineering Software, (c.) 1989 - 2005 Version 7. 1 Rational Hydrology Study Date: 04/03/14 File:300EX.out ------------------------------------------------------------------------ HIGHGATE BASIN 300 100 YEAR EXISTING CONDITION HYDROLOGIC ANALYSIS PREPARED BY: PDA DATE: 4-3-14 BASIN 300 ------------------------------------------------------------------------ *•**•***• Hydrology Study Control Information ""*••"•*•+ English (in71b) Units used in input data file Program License Serial Number 6144 -------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control 6 Water Conservation District 1978 hydrology manual • Storm event (year) 100.00 Antecedent Moisture Condition 1 Standard intensity-duration curves data'.(Plate D-4 . 1) For the I -Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity ' 2.36'0(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100- year storm 10 minute intensity' = 3. 480(In/Hr) 100 year storm 60 minute intensity = 1 . 300(In/Hr) Storm event year - 100. 0 Calculated rainfall intensity data: 1 hour intensity = 1 .300(ln/Hr) Slope of intensity duration curve - 0. 5500 Process from Point/Station 301 .000 to Point/Station 302 .000 "*•* INITIAL AREA EVALUATION •*•" Initial area flow distance 150.000(Ft . ) Top (of initial area) elevation = 1134 . 000(Ft ..) Bottom (of initial area) elevation - 1132 .000 (Ft. ) •, Difference in elevation 2.000(Ft. ) Slope - 0.01333 s (percent)- 1 .33 TC - k (0.530) * ( (length^3) / (elevation change) ] ^0.2 Initial area time of concentration - 9. 327 min. Rainfall intensity - 3.619 (In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient - 0.726 Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 1 .000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 0.000 RI index for soil (AMC 1) - 60.60 Pervious area fraction - 1 .000; Impervious fraction - 0.000 Initial subarea runoff = 0.788 (CFS) Total initial stream area 0.300(Ac. ) Pervious area fraction - 1.000 Process from Point(S[aton 302.000 to Point/Station 300.. 000 •••` IMPROVED CHANNEL-TRAVEL. TIME--•`•` - - - - - - - - - - Upstream point elevation = 1132. 000(Ft. ) Downstream point elevation;- , 3135.000(Ft. ) Channel length. thru subarea i 107:000 (Ft. ) . Channel base width 5v000'(Ft.) Slope or 'Z' of .left channel bank = 5.000 Slope or 'Z' of right channel bank = 5.000 • Estimated mean flow rate at midpoint 'of channel = 3 .708(CFS) Manning' s 'N' = 0.015 Maximum depth of channel 2.000(Ft. ) Flow(q) thru. subarea = I 1 .J08 (CFS) Depth of flow = 0.057(Ft. ) , Average velocity = 5-651 (Ft/s) Channel flow top width 5.572 (Ft. ) Flow Velocity = 5.65(Ft/s) Travel time 0.32 min. Time of concentration = 9.64 min. Sub-Channel No. 1 Critical depth 0. 146(Ft. ) Critical flow top width 6 . 465 (Ft. ) Critical flow velocity- 2 .034 (Ft/s) Critical flow area - 0. 840(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient - 0.723 Decimal fraction soil group A - 0. 000 Decimal fraction soil group B = 1 . 000 Decimal fraction soil group C - 0. 000 Decimal fraction soil group D. - 0. 000 RI index for soil (AMC 1) - 60.60 Pervious area fraction = 1 .000; Impervious fraction = 0. 000 Rainfall intensity - 3.553 (ln/Hr) for a 100.0 year storm Subarea runoff 1 . 800(CFS) for 0. 700(Ac. ) • Total runoff 2.588 (CFS) Total area - 1 .000(Ac. ) Depth of flow 0.073 (Ft. ) , Average velocity = 6.597 (Ft/s) Sub-Channel No. 1 Critical depth = 0.189(Ft . ) • Critical flow top width = 6 . 895(Ft. ) Critical flow velocity- 2.297 (Ft/s) Critical flow area - 1 . 127(Sq.Ft) End of computations, total study area = 1 .00 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) 1 .000 Area averaged RI index number 78.0 • APPENDIX C Post-Development Hydrology Calculations Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7. 1 Rational Hydrology Study Date: 01/29/15 File:l00post100.out ------------------------------------------------------------------------ HIGHGATE POST-DEVELOPMENT CONDITION BASIN 100 - 100 YR STORM PN 19-043 ------------------------------------------------------------------------ *****+*** Hydrology Study Control Information English (in-lb) Units used in input data file Program License Serial Number 6199 --------------- ---------------------------- Rational Method Hydrology Program based on Riverside County Flood Control 6 Water Conservation District 1978 hydrology manual Storm event (year) - 100,.00 Antecedent Moisture Condition 2 Standard intensity-duration curves data (Plate D-9.1) For the [ Murrieta,Tmc,Rnch. Callorco. j . area used. 10 year storm 10 minute intensity - 2,. 360'(In/Hr) 10 year storm 60 minute intensity - 0.880(In/Hr) 100 year storm 10 minute intensity - 3 . 480(In/Hr) 100 year storm 60 minute intensity = 1 .300(ln/Hr) Storm event year - 100.0 Calculated rainfall intensity data: 1 hour intensity - 1 .300(In/Hr) Slope of intensity duration curve - 0. 5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101 .000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 250.000(Ft . ) Top (of initial area) elevation = 32 .000(Ft . ) Bottom (of initial area) elevation 30. 400(Ft . ) • Difference in elevation = 1 .600(Ft . ) Slope - 0. 00640 s(percent)= 0.64 TC = k (0._323) * [ (1ength^3) /(elevation change) ]^0.2 Initial area time of concentration 8.015 min. Rainfall intensity - 3.917 (ln/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient - 0.862 Decimal fraction soil group A - 0. 000 Decimal fraction soil group B = 1 .000 Decimal fraction soil group C - 0. 000 Decimal fraction soil group D - 0. 000 RI index for soil(AMC 2) - 56 .00 Pervious area fraction - 0.200; Impervious fraction 0.800 Initial subarea runoff - 2.398(CFS) Total initial stream area - 0. 710(Ac. ) Pervious area fraction - 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000, to- Point/Station 103 .000 ••" PIPEFLOW TRAVEL .TIME- (User specified size) -••+• - --- '- Upstream point/station elevation = 28.000(Ft:) Downstream point/station elevation 26 .370(Ft. ) Pipe length = 163.96(Ft. ) Manning's N - 0.013 No. of .pipes - 1 Required pipe flow 2.398(CFS) Given pipe size = 12.00(In. ) Calculated individual pipe flow 2 .398(CFS) • Normal flow depth in pipe 7,._22 (In.) Flow top width inside pipe = 11. 75(In. ) Critical .Depth - 7.96(In. ) Pipe flow velocity - . 9186 (Ft/s) Travel time through pipe = 0.56 min.. Time of concentration (TC) .- 8.69 .min. ++++++t+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 103.000 • ••• CONFLUENCE OF MINOR STREAMS • ••* Along Main Stream number: 1 in normal stream number 1 Stream flow area - 0.710(Ac. ) Runoff from this stream - 2.398(CFS) Time of concentration - 8.64 min. Rainfall intensity - 3. 775(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 104. 000 .... INITIAL AREA EVALUATION "•• Initial area flow distance 78 .000(Ft. ) Top (of initial area) elevation = 27. 900(Ft . ) Bottom (of initial area) elevation 26.370(Ft. ) • Difference in elevation - 1 .530(Ft . ) Slope - 0. 01962 s (percent)= 1. 96 TC = k (0.323) • ( (length^3) / (elevation change) ) ^0. 2 Warning: TC computed to be less than 5 min. ; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity - 5.099 (In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient - 0.869 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 1 .000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D = 0.000 RI index for soil (AMc 2) = 56.00 Pervious area fraction - 0.200; Impervious fraction = 0.800 Initial subarea runoff = 1 .418(CFS) Total initial stream area - 0.320(Ac. ) Pervious area fraction = 0.200 4+}+++++}.}}}}++++}}+++}+}++++}}i}+++ Process from Point/Station 104..000 to -Point/Station 103.000 ""•• PIPEFLOW TRAVEL TIME (User specified size) *•*• Upstream point/station elevation 27. 900(Ft. ) Downstream point/station elevation _ 26.370 (Ft . ) Pipe length = 76.34 (Ft. ) Mannirig's N 0.013 No. of pipes = 1 Required pipe flow _1. 418(CFS) • Given pipe size - 10.00(In. )Calculated individual pipe flow _ 1 . 418 (CFS) Normal flow depth in pipe = 9. 75 (Ih. ). Flow' top width inside pipe 9.99(In. ) Critical Depth = 6:90(In. ) Pipe flow velocity - 5.56(Ft/s) Travel time through pipe - 0.23 min. Time of concentration (TC) 5.23 min. ++++++++++++++++++++++++++++++++++}+++++++++++}++++++++}++++++++++}}++ Process from Point/Station 103.000 to Point/Station 103.000 **" CONFLUENCE OF MINOR STREAMS ••"* Along Main Stream number: 1 in normal stream number 2 Stream flow area - 0.320(Ac. ) Runoff from this stream - 1 . 418(CFS) Time of concentration - 5.23 min. Rainfall intensity - 4.915(In/Hr) ++}++}+}++++++++++++++++}}+++}+++++}}}}++}}}}}+++}}+++++}++++++++++}++ Process from Point/Station 112 . 000 to Point/Station 113 . 000 ** ** INITIAL AREA EVALUATION •... Initial area flow distance - 48. 000(Ft. ) • Top (of initial area) elevation - 30. 500(Ft. ) Bottom (of initial area) elevation = 29.200 (Ft . ) Difference in elevation - 1 .300 (Ft . ) Slope - 0.02708 s(percent)- 2 . 71 TC = k (0.323) ' [ (length^3) / (elevation change) ) ^0.2 warning: TC computed to be less than 5 min. ; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity - 5.099 (In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient - 0.869 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 1 .000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 0.000 RI index for soil (AMC 2) - 56.00 Pervious area fraction - 0.200; Impervious fraction 0.800 Initial subarea runoff - 0. 17,7(CFS) Total initial stream area - O.040(Ac. ) Pervious area fraction 0.200 +++++++++++++++++++++++++++++++++++++++++++++++++++.+++++++++:++++++++++ Process from Point/Station 113.000 to 'Point/Station 103.000 PIPEFLOW'TRAVEL TIME (User specified. size) *•** Upstream point/station .eleva[ion .- 29.2O0 (Ft. ) Downstream point/station elevation 26.370(Ft. ) • Pipe length = 23.56 (Ft. ) Manning's N - 0. 013 No. of pipes = 1 Required pipe flow = O.177(CFS) Given pipe size - 4.O0 (ln.,) Calculated individual pipe flow - 0. 177 (CFS) Normal flow depth in pipe 1 . 42'(1n. ) Flow top width inside pipe = 3. 83 (In.) Critical Depth - 2.85(In. ) Pipe flow velocity = 6.41 (Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) 5.06 min. +++++++i++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103. 000 to Point/Station 103.000 **"* CONFLUENCE OF MINOR STREAMS A*** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.040(Ac. ) Runoff from this stream - 0. 177(CFS) Time of concentration - 5.06 min. Rainfall intensity - 5.065(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) • 1 2.398 8 .64 3 . 775 2 1 . 418 5.23 4 . 975 3 0. 177 5.06 5. 065 Largest stream flow has longer time of concentration Qp 2.39E + sum of Qb Ia/Ib 1 .418 • 0.759 = 1 .016 Qb la/Ib 0.177 • 0. 745 = 0. 132 Qp 3.606 Total of 3 streams to. confluence: Flow rates before confluence point: 2.398 1 . 418 0. 177 Area of streams before confluence: 0. 710 0.320 0.040 Results of confluence: Total flow rate 3.606 (CFS) Time of concentration '_ 8.635 min. Effective stream„area after-confluence = -- 1. 070(Ac.-) +++4++++++++++++++++++++++++++.+++++++++++++++,++_++++++++++++++++++++.}++ Process from Point/Station 103.000 to Point/Station 106.000 •••• PIPEFLOW TRAVEL TIME (User specified size) •`"" Upstream ,point/station elevation 26.370 (Ft. ) • Downstream point/station elevation = 26.000(Ft . ) Pipe length 100.63 (Ft. ) Manning' s N = 0.013 No. of pipes = 1 Required pipe flow = 3.606(CFS) Given pipe size = 18.00(In. ) Calculated individual pipe flow 3 .606 (CFS) Normal flow depth in pipe 9.69(In. ) Flow top width inside pipe 17 . 95(In. ) Critical Depth = 8.70(In. ) Pipe flow velocity' = 3.72(Ft/s) Travel time through pipe = 0. 45 min. Time of concentration (TC) = 9.09 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++i++++++++++++++++ Process from Point/Station 106.000 to Point/Station 106 .000 ••" SUBAREA FLOW ADDITION "'• APARTMENT subarea type Runoff Coefficient = 0. 860 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1 . 000 Decimal fraction soil group C = 0. 000 Decimal fraction soil group D - 0. 000 RI index for soil (AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction = 0. 800 Time of concentration 9.09 min. • Rainfall intensity = 3.671 (In/Hr) for a 100.0 year storm Subarea runoff 0. 726(CFS) for 0.230(Ac. ) Total runoff = 4 .332 (CFS) Total area = 1 .300(Ac. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 108.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - j 24.840 (Ft. ) Downstream point/station elevation - 22.290 (Ft. ) Pipe length - 50.93 (Ft. ) Manning's N - 0.013 No. of pipes - 1 Required pipe flow = 4 . 332(CFS) Given pipe size - 12.00 (In. ) Calculated individual pipe flow 4 .332 (CFS) Normal flow depth in pipe = 6.30(In. ) Flow top width inside pipe 11 .98(In. ) Critical Depth = 10.49(In. ) Pipe flow velocity - 10.36 (Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 9. 1-7 -min, +++++++++4++++++++++++++++++i++++++++++++++++++ +++++++++++++++++++++ Process from Point/Station 1'08,000 to Point/Station 108.000 **** CONFLUENCE OF MINOR STREAMS **** ' Along Main Stream number: 1 in normal stream number 1 • Stream flow area - 1 .300(Ac. ) Runoff from this stream - 4.332(CFS) Time of concentration = .9.17 min. Rainfall intensity = 3.653(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 109.000 *'** INITIAL AREA EVALUATION **** Initial area flow distance - 147. 000(Ft . ) Top (of initial area) elevation - 32 .000(Ft . ) Bottom (of initial area) elevation - 24.890(Ft . ) Difference in elevation = 7.110(Ft . ) Slope = 0.04837 s (percent)- 4 . 84 TC = k (0.323) * ( (length^3) / (elevation change) ) ^0.2 Warning: TC computed to be less than 5 min. ; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient - 0.869 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 1 . 000 Decimal fraction soil group C = 0. 000 Decimal fraction soil group D = 0.000 • RI index for soil (AMC 2) = 56 .00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 1 .064 (CFS) Total initial stream area - 0.240 (Ac. ) • Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109 .000 to Point/Station 108.000 ••`• PIPEFLOW TRAVEL TIME (User specified size) ••*` Upstream point/station elevation 29. 890(Ft. ) Downstream point/station elevation = 22.290(Ft. ) Pipe length = 13.00(Ft. ) Manning' s N = 0.013 No. of pipes = 1 Required pipe flow = 1 .069 (CFS) Given pipe size 12.00(In. ) Calculated individual pipe flow = 1 .069 (CFS) Normal flow depth in pipe = 2. 10 (In.) Flow top width inside pipe = 9 .12(ln. ) Critical Depth 5.'26(in. ) Pipe' flow. velocity = 11.52(Ft/s) Travel,-time through pipe, _ 0.02 min.. Time of concentration (TC) 5.02 min. ++++4+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108..000 to Point/Station 108,.000 •`•• CONFLUENCE OF MINOR STREAMS • •" • Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.290(Ac: ) ' Runoff, from this stream = 1 . 069 (CFS) Time of concentration 5.02 min. Rainfall intensity = 5.089(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4 .332 9. 17 3 .653 2 1 .064 5.02 5.089 Largest stream flow has longer time of concentration Qp = 4.332 + sum of Qb Ia/Ib 1 .064 0. 718 = 0. 764 QP = 5. 096 Total of 2 streams to confluence: Flow rates before confluence point : 4 .332 1 .064 Area of streams before confluence: 1 . 300 0.240 Results of confluence: • Total flow rate = 5.096 (CFS) Time of concentration = 9.169 min. Effective stream area after confluence. = 1 .590(Ac. ) Process from Point/Station 108.000 to Point/Station 100.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 22.290(Ft . ) Downstream point/station elevation = 15.200(Ft . ) Pipe length = 35. 99 (Ft. ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 5.096 (CFS) Given pipe size. - 12.00(In. ) Calculated individual pipe flow = 5.096 (CFS) Normal flow depth in pipe 4.66 (In. ) Flow top width inside pipe = 11 . 70(In. ) Critical Depth - 11 .05(In. ) Pipe flow velocity = 18. 05(Ft/s) Travel time through pipe = 0..03 min. Time of concentration_ (TC) _ 9.20 min. End -of computations, total study area - 1.54 (Ac. ) The following figures may be ,used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0_200 Area averaged RI index number = 56 .0 • Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7. 1 Rational Hydrology Study Date: 01/29/15 File:200postlOO.out ----------------------------------------------------------------------- HIGHGATE POST-DEVELOPMENT CONDITION BASIN 200 - 100 YR STORM PN 14-043 ------------------------------------------------------------------------ • * ***••** Hydrology Study Control Information •"'•"++*• English (in-lb) Units used in input data file Program License Serial Number 6144 -----------------------7------------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control 6 Water Conservation District 1978 hydrology manual • Storm event (year) _ 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate 6-4 . 1) For the. [ Murrieta,Tmc,Rnch Callorco ] aiea used. , 10 year, storm 10 minute intensity = 2.360(In/Hi); 10 year storm 60 minute intensity - 0.880(In/Hr) 100 year storm 10 minute intensity 3. 480(In/Hr) 100 year, storm 60 minute intensity = 1 .300(In/Hr) Storm event year = 100.0 Calculated rainfall intensity data : 1 hour intensity = 1 .300 (In/Hr) Slope of intensity duration curve = 0.5500 ++++ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201 .000 to Point/Station 200.000 *'* INITIAL AREA EVALUATION **** Initial area flow distance - 49. 000(Ft . ) Top (of initial area) elevation - 1126 .000(Ft . ) Bottom (of initial area) elevation - 1110. 000(Ft. ) • Difference in elevation - 16.000 (Ft . ) Slope = 0.32653 s (percent)= 32.65 TC - k(0.323) • [ (length^3) / (elevation change) ] ^0.2 Warning: TC computed to be less than 5 min. ; program is assuming the • time of concentration is 5 minutes . Initial area time of concentration = 5.000 min. Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.869 Decimal fraction soil group A = 0. 000 Decimal fraction soil group B = 1 .000 Decimal fraction soil group C = 0. 000 Decimal fraction soil group D = 0.000 RI 'index for soil (AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction 0.800 Initial subarea runoff = 1 .108(CFS) Total initial stream area = 0.250(Ac. ) Pervious area fraction = 0.200 End of computations, total study area 0.25 (Ac. ) The following figures may be used fora unit. hydrograph_study of. the_same .area.. - Area averaged pervious area fraction(Ap) 0.200 Area 'averaged RI index number 56.0 • Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software., (c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 01/29/15 File:300post100.out ------------------------------------------------------------------------ HIGHGATE POST-DEVELOPMENT CONDITION BASIN 300 - 100 YR STORM PN 14-043 ------------------------------------------------------------------------ ***••**** Hydrology Study Control Information •"*•**• •` English (in-lb) Units used in input data file ------------------------------ ----------------------------------------- Program License Serial Number 6144 --------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual • Storm event (year) - 100.00 Antecedent Moisture Condition 2 Standard intensity-duration curves data (Plate D-4 .1) For the [ Murrieta,Tmc,Rnch Callorco J area used. 10 year storm 10 minute intensity - 2.36,0(In/Hr) 10 year storm 60 minute intensity = 0. 880.(In/Hi) 100 year storm 10 minute intensity 3. 480(In/Hr,) 100 year storm 60 minute intensity = 1 .300(In/Hr) Storm .event year - 100.0 Calculated rainfall intensity data: 1 hour intensity - 1 .300(In/Hr) Slope of intensity duration curve - 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301 .000 to Point/Station 302.000 **** INITIAL AREA EVALUATION "** Initial area flow distance = 270. 000(Ft . ) Top (of initial area) elevation - 32 .000(Ft . ) Bottom (of initial area) elevation = 29.500 (Ft. ) Difference in elevation = 2.500(Ft. ) • Slope - 0.00926 s(percent)- 0.93 TC = k (0.323).• [ (length^3) /(elevation change) ] ^0.2 Initial area time of concentration - 7. 735 min. Rainfall intensity - 4 .011 (In/Hr) for a .100.0 year storm • APARTMENT subarea type Runoff Coefficient - 0.863 Decimal fraction soil group A - 0.000 Decimal fraction soil group B = 1 .000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 2.007 (CFS) Total initial stream area - 0. 580(Ac. ) Pervious area fraction - 0.200 ++++++......++++++++++i++++++r++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302 .000 to Point/Station 306.000 '"•• PIPEFLOW TRAVEL TIME (User specified size) **+• Upstream point/station elevation 25.050'(Ft: ) Downstream point/station elevation,= 22.200 (Ft. ) Pipe length - 209:00(Ft . ) Manning''s N - 0.013; No. of pipes - 1 Required pipe flow 2.007(CFS) Given pipe size - 12. 00(In. ) Calculated individual pipe flow = 2.007(CFS) Normal flow depth in pipe 5.89 (In. ) • Flow top width inside pipe = 12.00(In. ) Critical Depth - 7.25(In. ) Pipe flow velocity - . 5.30(Ft/s) Travel time through pipe - 0.69 min. Time of concentration (TC) = 8.38 min. +++++++++++++++++++++++a+++++ ++++++++++++♦++++++++......+++++++++++++ Process from Point/Station 305.000 to Point/Station 306.000 **•* SUBAREA FLOW ADDITION *••+ COMMERCIAL subarea type Runoff Coefficient - 0.881 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 1 .000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 0. 000 RI index for soil (AMC 2) - 56.00 Pervious area fraction 0.100; Impervious fraction - 0.900 Time of concentration = 8.38 min. Rainfall intensity - 3.839(In/Hr) for a 100.0 year storm Subarea runoff = 0.906 (CFS) for 0. 120(Ac. ) Total runoff - 2 .913(CFS) Total area - 0. 700(Ac. ) ' ++i+++++4++++++++++++##i++++i++++ifi+++......++++++++++++#++++++++++++ • Process from Point/Station 306.000 to Point/Station 311 .000 *** * PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 22 .200(Ft . ) • Downstream point/station elevation = 21.980(Ft. ) Pipe length = 66.05(Ft. ) Manning's N = 0.013 No. 'of pipes = 1 Required pipe flow = 2.913 (CFS) Given pipe size - 12.00(In. ) Calculated individual pipe flow = 2.913 (CFS) Normal flow depth in pipe = 7. 09 (In. ) Flow top width inside pipe 11 .82(In. ) Critical Depth = 7,98(In. ) Pipe flow velocity - 5.09(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) 8.59 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 311 .000 to Point_ /Station 311 .000 CONFLUENCE OF MINOR STREAMS .•"' . Along Main Stream number: 1 in normal stream number. l • Stream flow area = 0.700(Ac. ) Runoff from this stream 2. 913 (CFS,) Time of concentration - 8.59 min. Rainfall intensity = 3.785(In/Hr) Process from Point/Station 307.000 to Point/Station 308.000 '•*• INITIAL AREA EVALUATION •"" Initial area flow distance 189,000(Ft . ) Top (of initial area) elevation - • 32.000(Ft . ) Bottom (of initial area) elevation Difference in elevation 8. 120(Ft . ) Slope = 0. 04296 s (percent) 4 .30 TC = k (0.3,23) ' ( (length^3) % (elevation change) ) ^0.2 Warning: TC computed to 'be less than 5 min. ; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5. 000 min. Rainfall intensity = 5.099 (In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient - 0.869 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1 .000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D - 0.000 RI index for soil (AMC 2) - 56.00 Pervious area fraction - 0.200; Impervious fraction - 0.800 initial subarea runoff = 2.970(CFS) Total initial stream area = 0.670(Ac. ) Pervious area fraction = 0.200 Process from Point/Station 308.000 to Point/Station 310.000 • """ PIPEFLOW TRAVEL TIME (User specified size) "" Upstream point/station elevation 23.880(Ft. ) Downstream point/station elevation = 22 .200(Ft. ) Pipe length = 61 .60(Ft . ) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2. 970(CFS) Given pipe size = 10.00(In. ) Calculated individual pipe flow 2 .970(CFS) Normal flow depth in pipe 6. 89 (In. ) Flow top width inside pipe = 9.26 (In. ) Critical Depth = 8.99(In. ) Pipe flow velocity = 7, 40(Ft/s) Travel time through pipe = 0. 14 min. Time of concentration (TC) = 5. 14 min. +++++++++++++++++++++++i+++++++++++++++++++++44+++++++++++++++++++++++ Process ,from Point/Station . _309.000 to Point/Station 310:A00 SUBAREA, FLOW ADDITION APARTMENT subarea type Runoff Coefficient = 0.869 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1 .000 Decimal fraction soil group C = 0.000 • Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Time of concentration = 5.14 min. Rainfall intensity 5.023 (3n/Hi) for a 100.0 year storm Subarea runoff 0.436 (CFS) for 0.100(Ac. ) Total runoff = 3.406 (CFS) Total area 0. 770(Ac. ) +++++++++++++++++++++++++++++++++++++++++++4++++++++++++++++++++++++4+ Process from Point/Station 310.000 to Point/Station 311 .000 *** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 22.220(Ft. ) Downstream point/station elevation = 21 . 480 (Ft. ) Pipe length = 27.30(Ft . ) Manning' s N = 0.013 No. of pipes = 1 Required pipe flow = 3. 406 (CFS) Given pipe size = 10.00(In. ) Calculated individual pipe flow = 3.406 (CFS) Normal flow depth in pipe 7. 73 (In. ) Flow top width inside pipe 8.37(In. ) Critical Depth = 9.34 (In. ) Pipe flow velocity = 7.52(Ft/s) Travel time through pipe = 0.06 mina Time of concentration (TC) = 5. 20 min. Process from Point/Station 311 .000 to Point/Station 311 .000 **'" CONFLUENCE OF MINOR STREAMS **'* Along Main Stream number: 1 in normal stream number 2 Stream flow area 0. 770(Ac. ) Runoff from this stream = 3. 406 (CFS) Time of concentration = 5.20 min. Rainfall intensity = 4.991 (ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.413 8. 59 3.785 2 3 . 406 5.20 4 .991 Largest stream flow has longer or shorter time of concentration Qp 3.406 + sum of, Qa Tb/Ta. ` 2 913 0.605 = 1 . 460 Qp 4.866 Total of 2 streams to confluence;: Flow rates before confluence point : 2.413 3. 406 Area of streams before confluence: • 0. 700 0.770 Results of confluence: Total flow rate = 4 .866(CFS) Time of. concentration = 5.199 min. Effective stream area after confluence 1 . 470(Ac.) ++++++++++++++i++++++++++++++++++++++++++++++++.+++++++++++++++++++++++ Process from Point/Station . 311 .000 to Point/Station 300.000 ''" PIPEFLOW TRAVEL TIME (User specified size) •'" Upstream point/station elevation = 21 .480 (Ft. ) Downstream point/station elevation = 21 .000 (Ft. ) Pipe length = 20.00 (Ft . ) Manning' s N = 0.013 No. of pipes = 1 Required pipe flow = 4 .866(CFS) Given pipe size 12.00(In. ) Calculated individual pipe flow 4 . 866 (CFS) Normal flow depth in pipe 8. 75(In. ) Flow top width inside pipe = 10.66 (ln. ) Critical Depth = 10.910n. ) Pipe flow velocity = 7.93(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 5.24 min. End of computations, total study area 1 .47 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. • Area averaged pervious area fraction(Ap) = 0. 192 Area averaged RI index number = 56.0 Riverside County Rational Hydrology Program r CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7. 1 Rational Hydrology Study Date: 01/29/15 File:900post100.out ------------------------------------------------------------------------ HIGHGATE POST-DEVELOPMENT CONDITION BASIN 400 - 100 YR STORM PN 19-043 ------------------------------------------------------------------------ ••'•••"•• Hydrology Study Control Information "••+'*++++ English (in-lb) Units used in input data file Program License Serial Number 6199 ------------------ ------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control S Water Conservation District 1978 hydrology manual • Storm event (year) = 100.00 Antecedent Moisture Condition 2 Standard intensity-duration curves data (Plate D-9. 1) For the f Murrieta, Tmc, Rnch Callorco ) area used. 10 year storm 10 minute intensity - 2,360(In/Hr) 10 year storm 60 minute intensity - 0.880(In/Hr) 100 year storm 10 minute intensity 3. 980(In/Hr) 100 year storm 60 minute intensity = 1 .300(In/Hr) Storm event year - 100.0 Calculated rainfall intensity data: 1 hour intensity 1 .300(In/Hr) Slope of intensity duration curve = 0. 5500 ++++}}++}}}}}+++}}+}}}}+}}}}++}}}}}}++}+}++}++}+++}}}++4}++++++++++++i Process from Point/Station 401 .000 to Point/Station 400.000 '+•• INITIAL AREA EVALUATION •+++ Initial area flow distance - 98. 000(Ft. ) Top (of initial area) elevation = 1128. 000(Ft . ) Bottom (of initial area) elevation - 1125.000(Ft . ) • Difference in elevation = 3.000 (Ft . ) Slope = 0.03061 s (percent)- 3 . 06 TC = k (0.323) * 1 (length"3) /(elevation change) 1 "0.2 Warning: TC computed to be less than 5 min. ; program is assuming the time of concentration is '5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity - 5.099 (In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.869 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1 .000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil (AMC 2) = 56 .00 Pervious area fraction = 0.200; Impervious fraction = 0. 800 Initial subarea runoff = 0.177(CFS) Total initial stream area = 0.040(Ac. ) Pervious area fraction = 0.200 End of computations, total study area 0.04 (Ac. ) The following figures may be used for a unit hydiograph .study of .-the: same' area.- - Area averaged pervious area fradtion(Ap) 0.200 Area averaged RI index number 56.0 • • Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7. 1 Rational Hydrology Study Date: 01/29/15 File:100post10.out ------------------------------------------------------------------------ HIGHGATE POST-DEVELOPMENT CONDITION BASIN 100 - 10 YR STORM PH 14-043 ------------------------------------------------------------------------ •*+*•+•`• Hydrology Study Control Information *+• ••*++++ English (in-lb) Units used in input data file Program, License Serial Number 6149 Rational Method Hydrology Program based on Riverside County Flood Control 6 Water Conservation District 1978 hydrology manual • Storm event (year) 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4. 1) For the ( Murrieta,Tmc, Rnch Callorco ] ,area used. 10 year storm 10 minute intensity- 2.360 (In/Hr) 10 year storm 60 minute, intensity .= 0.880 (In/Hr) ' 100 year storm 10 minute intensity = 3. 480(In/Hr) 100 year storm 60 minute intensity 1 .300(In/Hr) Storm event year 10..0 Calculated rainfall intensity data: I hour intensity = 0.880(In/Hr) Slope of intensity duration curve = 0.5500 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++4++++++++++ Process from Point/Station 101 .000 to Point/Station 102.000 *•`* INITIAL AREA EVALUATION 'AA* Initial area flow distance - 250. 000(Ft. ) Top (of initial area) elevation - 32.000(Ft . ) Bottom (of initial area) elevation 30. 400(Ft . ) • Difference in elevation - 1 .600(Ft . ) Slope = 0.00640 s (percent)- 0.64 TC = k (0. 323) ` ( (length^3) / (elevation change) ] ^0. 2 Initial area time of concentration - 8. 075 min. Rainfall intensity - 2.652 (In/Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient - 0.849 Decimal fraction soil group A - 0.000 Decimal fraction soil group B = 1 .000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 0.000 RI index for soil(AMC 2) - 56 .00 Pervious area fraction - 0.200; Impervious fraction - 0.800 Initial subarea runoff = 1 .599 (CFS) Total initial stream area - 0. 710 (Ac. ) Pervious area fraction - 0.200 Process .from Point/Station 102.000 to Point/Station 103.000 •"• PIPEFLOW TRAVEL TIME (User- specified size) -'••+ upstream. point/station elevation = 28.000(Ft. ) Downstream point/station. elevation - 26.370(Ft. ) Pipe length - 163.46(Ft . ) Manning's N - 0.613 No. of pipes = 1 Required pipe flow 1 . 599(CFS) Given pipe size - 12.00(In. ) Calculated individual pipe flow = 1 .599 (CFS) • Normal flow depth in pipe = 5.64 (In. ) Flow top width inside pipe = 11 .98(In. ) Critical Depth - 6. 44 (In. ) Pipe flow velocity - 4.41 (Ft/s) Travel ,time through pipe - 0.62 min. Time of concentration (TC) = 8.69 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103 .000 to Point/Station 103.000 *••* CONFLUENCE OF MINOR STREAMS •"*' Along Main Stream number: 1 in normal stream number 1 Stream flow area - 0.710(Ac. ) Runoff from this stream - 1 .599(CFS) Time of concentration 8.69 min. Rainfall intensity - 2.546(In/Hr) +++++++++++++++++++++++++++++i+++i++++++++++++++++++++++++++++♦+++++++ Process from Point/Station 105 .000 to Point/Station 104 .000 `. •• INITIAL AREA EVALUATION "'• Initial area flow distance = 78. 000(Ft. ) Top (of initial area) elevation - 27. 900(Ft . ) Bottom (of initial area) elevation = 26 . 370(Ft . ) • Difference in elevation - 1 .530 (Ft . ) Slope = 0.01962 s(percent)= 1 . 96 TC = k (0. 323) " ( (length^3) /(elevation change) ) ^0.2 Warning: TC computed to be less than 5 min. ; program is assuming the • time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 3.452 (In/Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0. 858 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction 0.800 Initial subarea runoff = 0.948 (CFS) Total initial stream area 0.320(Ac. ) Pervious area fraction = 0.200 Process from point/Station 104 .000 to Point/Station 103.000 "•' PIPEFLOW TRAVEL TIME (User specified size),"* Upstream point/station elevation '= 27.'900(Ft.) Downstream point/station elevation. = 26 .370(Ft. ) Pipe length = 76 .34 (Ft. ) Mapping's N = 0.013 No. of pipes = 1 Required pipe flow 0.948(CFS) • Given pipe size = 10.00(ln. ) _ Calculated individual pipe f-low 0.948 (CFS) Normal flow depth in piPe 3. 79 (In. ) Flow top width inside pipe = 9.7.0(In. ) Critical Depth 5. 18(In. ) Pipe flow velocity 4. 99(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 5.25 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point'/Station 103 .000 to Point/Station 103.000 "" CONFLUENCE OF MINOR STREAMS "" Along Main Stream number: 1 in normal stream number 2 Stream flow 'area = 0.320(Ac. ) Runoff from this stream = 0.948(CFS) Time of concentration 5.25 min. Rainfall intensity = 3.359(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 113.000 "" INITIAL AREA EVALUATION "" Initial area flow distance = 48y000(Ft . ) • Top (of initial area) elevation = 30.500(Ft . ) Bottom (of initial area) elevation = 29 .200 (Ft. ) Difference in elevation = 1 .300(Ft . ) Slope = 0.02708 s (percent)= 2. 71 • TC = k (0.323) * [ (length^3) /(elevation change) ] ^0.2 Warning: TC computed to be less than 5 min. ; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity - 3.452 (In/Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient - 0.858 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 1 .000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 0.000 RI index for soil (AMC 2) - 56.00 Pervious area fraction - 0.200; Impervious fraction = 0.800 Initial subarea runoff = 0.118 (CFS) Total initial stream area - 0.040(Ac. ) Pervious area fraction 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1-13,.000_ to Point/Station 103 .000 **•* PIPEFLOW TRAVEL TIME (User: specified size), •*••. Upstream point/station elevation = 29.200(Ft . ) Downstream point/station elevation 26 .370(Ft. ) • Pipe length ' 23. 56 (Ft. ) Manning"s N - 0.013' No. of pipes = 1 Required pipe-flow 0. 118(CFS) Given pipe size - 4.00(In.) Calculated individual pipe flow , 0.118 (CFS_) Normal flow depth in pipe 1 . 15(In. ) Flow top width inside pipe = 3.62(In. ) Critical. Depth - 2.32(,In. ) Pipe flow velocity 5. 72(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) - 5.07 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 103 .000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.040(Ac. ) Runoff from this stream = 0. 118(CFS) Time of concentration 5.07 min. Rainfall intensity = 3. 426(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) • 1 1 . 599 8.69 2 . 546 2 0.948 5.25 3 .359 3 0. 118 5.07 3 . 426 • Largest stream flow has longer time of concentration Qp = 1 .599 + sum of Qb Ia/Ib 0.948 • 0. 758 - 0. 719 Qb Ia/Ib 0. 118 ' 0. 743 - 0.088 Qp = 2. 405 Total of 3 streams to confluence: Flow rates before confluence point: 1 . 599 0.99E 0. 118 Area of streams before confluence: 0. 710 0.320 0.040 Results of confluence: Total flow rate - . 2. 905 (CFS) Time of concentration 8.693 min. Effective stream area after conf,luence .= - - 1 .:070(Ac. ) +++++++++++++++++++++++++++++++++++++++++++++++++++++++.+++++++++++++.++ Process from Point/Station 103.000 to Point/Station 106.000 '"•• PIPEFLOW TRAVEL TIME (User specified size). •••• Upstream point/station elevation 26.370(Ft . ) • Downstream point/station elevation - 26.000(Ft. ) Pipe length 100.63(Ft. ) Manning's N - 0.013 No. of pipes = 1 Required pipe flow 2. 905(CFS) Given pipe size - 1B.00(In. ) Calculated individual pipe flow 2.905(CFS) Normal flow depth in pipe = 7.66 (In. ) Flow top width inside pipe = 17.80(In. ) Critical Depth = 7.05(In. ) Pipe flow velocity - 3.351Ft/s) Travel time through pipe - 0.50 min. Time of concentration (TC) = 9. 19 min. Process from Point/Station 106. 000 to Point/Station 106.000 ...• SUBAREA FLOW ADDITION •" APARTMENT subarea type Runoff Coefficient = 0. 846 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1 .000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 0.000 RI index for soil (AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction - 0.800 Time of concentration 9.19 min. Rainfall intensity = 2. 969 (In/Hr) for a 10.0 year storm Subarea runoff - 0. 981 (CFS) for 0.230(Ac. ) Total runoff = 2. 886 (CFS) Total area - 1 .300(Ac. ) +++++++++++++++++++++++++++4+1+++++i1+++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 108.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 24.840(Ft . ) Downstream point/station elevation - 22.290 (Ft. ) Pipe length = 50. 93 (Ft. ) Manning's N - 0.013 No. of pipes - 1 Required pipe flow = 2. 886 (CFS) Given pipe size = 12. 00(In. ) Calculated individual pipe flow = 2.886 (CFS) Normal flow depth in pipe = 4 . 99 (In. ) Flow top width inside pipe 11 .83 (In. ) Critical Depth - 8.74 (In. ) Pipe flow velocity 9.33(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) _ 9.28 min. - Process from Point/Station 108.-000 to Point/Station 108.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 • Stream flow area - 1 .300(Ac. ) Runoff from this stream 2. 886 (CFS) Time of concentration - 9.28 min. Rainfall intensity = 2. 456 (In/Hr) +++++i++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 110.000 to Point/Station 109.000 **** INITIAL AREA EVALUATION **** Initial area flow distance - 147.000(Ft. ) Top (of initial area) elevation - 32.000(Ft . ) Bottom (of initial area) elevation - 24.890(Ft. ) Difference in elevation - 7. 110(Ft. ) Slope = 0.04837 s (percent)= 4 .84 TC - k (0.323) * [ (length^3) / (elevation change) ) ^0.2 Warning: TC computed to be less than 5 min. ; program is assuming the time of concentration is 5 minutes. Initial area time of Concentration = 5.000 min. Rainfall intensity - 3.452 (ln/Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient - 0.858 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1 .000 Decimal fraction soil group C - 0 .000 Decimal fraction soil group D - 0.000 • RI index for soil (AMC 2) = 56.00 Pervious area fraction - 0.200; Impervious fraction - 0. 800 Initial subarea runoff = 0. 711 (CFS) Total initial stream area - 0.240(Ac. ) • Pervious area fraction = 0.200 +++.+++++++++++++++++++++++++++++++++++++++++++++++}++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 108.000 *'*• PIPEFLOW 'TRAVEL TIME (User specified size) •*** Upstream point/station elevation - 24 .890(Ft . ) Downstream point/station elevation 22.290 (Ft . ) Pipe length - 13.00(Ft. ) Manning's N - 0.013 No. of pipes - 1 Required pipe flow = 0. 711 (CFS) Given pipe size 12.00(In. ) Calculated individual pipe flow - 0.711 (CFSj Normal flow depth in pipe 1 .73 (In. ) Flow top width inside pipe 8. 42 (In. ) Critical Depth - , 4:22(In. ) Pipe, flow velocity, _ 10.22(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) 5.02 min. Process from Point%Station 108.000 to.Point/Station 108.000 **** CONFLUENCE OF MINOR STREAMS •*** • Along Main Stream number: l in normal stream number 2 Stream flow area - 0.240(Ad. ) Runoff from this stream - 0.711 (CFS) . Time of concentration - 5.02 min. Rainfall intensity - 3.444 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2 . 886 9.28 2 . 456 2 0. 711 5.02 3. 444 Largest stream flow has longer time of concentration Qp = 2 .886 + sum of Qb Ia/ib 0. 711 • 0. 713 = 0. 507 Qp = 3.393 Total of 2 streams to confluence: Flow rates before confluence point : 2 .886 0. 711 Area of streams before confluence: 1 . 300 0.240 Results of confluence: • Total flow rate = 3.393(CFS) Time of concentration = 9.284 min. Effective stream area after confluence 1 . 540(Ac. ) . ++i++ii+++i++4+i++#+++i+##1+i++1++4i++i++?++++i?...i++t++4+++++++++++1 Process from Point/Station 108.000 to Point/Station 100.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 22.290(Ft. ) Downstream point/station elevation = 15.200(Ft . ) Pipe length = 35.44 (Ft. ) Manning's N = 0.013' No. of pipes = 1 Required pipe flow = 3.393(CFS) Given pipe size = 12.00 (In. ) Calculated individual pipe flow = 3.393 (CFS) Normal flow depth in pipe 3. 76 (In. ) Flow top width inside pipe 11 . 13(In. ) Critical Depth = 9.46 (In. ) Pipe flow velocity = 16.12(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 9.32 min.- _ - - Erid' of 'computations, "total study area 1 .59 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.200 Area averaged RI index number 56 .0 • • Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7. 1 Rational Hydrology Study Date: 01/29/15 File:200post10.out ------------------------------------------------------------------------ HIGHGATE POST-DEVELOPMENT CONDITION BASIN 200 - 10 YR STORM PN 14-043 ------------------------------------------------------------------------ `"•"* '••" Hydrology Study Control Information ••••" � �"*• English (in-lb) Units used in input data file ------------------------------------------------------------------------- Program License Serial Number 6144 ------------------------------------------ ------------------------------ Ratiozial Method Hydrology Program based on . Riverside County Flood Control & Water Conservation District 1978 hydrology manual • Storm event (year) 10.00 Antecedent Moisture Condition 2 Standard intensity-duration curves data (Plate D-4 .1) For the [ Murrieta,Tmc,RnchCallorco ]. area used. - 10 year storm 10 minute intensity = 2.36O(In/Hr) 10 year storm 60 minute intensity, - 0. 88O(In/Hr) 100 year storm 10 minute intensity 3.480 (I6/Hr) 100 year storm 60 minute intensity 1 . 300 (In/Hr) Storm event year - 10.0 Calculated rainfall intensity data: 1 hour intensity - 0.880 (ln/Hr) Slope of intensity duration curve - 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201 .000 to Point/Station 200.000 "•"" INITIAL AREA EVALUATION •••• Initial area flow distance - 49. 000 (Ft . ) Top (of initial area) elevation - 1126 .000 (Ft . ) Bottom (of initial area) elevation = 1110.000(Ft. ) • Difference in elevation - 16.000(Ft . ) Slope - 0. 32653 s(percent)= 32.65 TC - k (0.323) " [ (length^3) / (elevation change) ] ^0.2 Warning: TC computed to be less than 5 min. ; program is assuming the • time of concentration is 5 minutes. Initial area time of concentration 5.000 min. Rainfall intensity - 3-452(In/Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient - 0.858 Decimal fraction soil group A = 0.000 Decimal fraction soil group e a 1.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 0.000 RI index for soil (AMC 2) - 56 .00 Pervious area fraction - 0.200; Impervious fraction 0. 800 Initial subarea runoff - 0.740(CFS) Total initial stream area - 0.250 (Ac. ) Pervious area fraction - 0.200 End of computations, total study area 0.25 (Ac. ) The following figures may be used for a unit h`ydrograph_study of the same. ar,ea.. -Area averaged pervious area fraction (Apf 0.200 Area averaged RI index number 56.0 • • Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7. 1 Rational Hydrology Study Date: 01/29/15 File:300post10.out ------------------------------------------------------------------------ HIGHGATE POST-DEVELOPMENT CONDITION BASIN 300 - 10 YR STORM PN 14-043 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ***•*»»*»* English (in-lb) Units used in input data file Program License Serial .Number 6199 ----------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control S Water Conservation District 1978 hydrology manual • Storm event (year) - 10.00 Antecedent Moisture Condition 2 Standard intensity-duration curves data (Plate D-9 . 1) For the ( Murrieta,Tmc,RnchCallorco -] 'area used: 10 year ,storm 10 minute intensity - 2.'360(I6/Hr) 10 year storm 60 minute intensity - 0. 880(In/Hr) 100 year storm ,10 minute intensity - 3 ..980(In/Hr) 100 year storm. 60 minute intensity - 1 .300(In/Hr) Storm event year - 10. 0 Calculated rainfall intensity data: 1 hour intensity - 0.880(In/Hr) slope of intensity duration curve - 0. 5500 Process from Point/Station 301.000 to Point/Station 302.000 *** * INITIAL AREA EVALUATION "" Initial area flow distance = 270.000(Ft. ) Top (of initial area) elevation = 32.000(Ft . ) Bottom (of initial area) elevation = 29.500(Ft. ) • Difference in elevation - 2.500(Ft. ) Slope - 0. 00926 s (percent)= 0.93 TC = k (0.323) * ( (length^3) / (elevation change) ] ^0.2 Initial area time of concentration - 7. 735 min. • Rainfall intensity - 2 .715 (In/Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient - 0.850 Decimal fraction soil group A - 0. 000 Decimal fraction soil group B - 1 .000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 0.000 RI index for soil (AMC 2) - 56. 00 Pervious area fraction - 0.200; Impervious fraction 0. 800 Initial subarea runoff - 1 .338 (CFS) Total initial stream area - 0.580(Ac. ) Pervious area fraction - 0.200 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++♦++++++ Process from Point/Station 302.600 to Point/Station 306 . 000 •+*• PIPEFLOW TRAVEL TIME (User specified, size) R•."• _ upstream point/station elevation = 25.050(Ft: ) Downstream point/station elevation = 22.200 (Ft . ) Pipe length - 204 .00(Ft. ) Manning's N - 0.613 No. of pipes - 1 Required pipe flow = 1 .338(CFS) Given pipe size - 12.00 (In. ) Calculated individual pipe flow - 1 .338 (CFS) • Normal flow depth in pipe 9.65 (In. ) Flow top width inside pipe 11 .69 (In. ) Critical Depth = 5.87(In. ) Pipe flow velocity - 9 . 76(Ft/s) Travel time through pipe - 0.71 min. Time of concentration (TC) = 8. 45 min. Process from Point/Station 305.000 to Point/Station 306 .000 **** .SUBAREA FLOW ADDITION *" COMMERCIAL subarea type Runoff Coefficient - 0.874 Decimal fraction soil group A - 0.000 Decimal fraction soil group B = 1 .000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 0. 000 RI index for soil (AMC 2) = 56.00 Pervious area fraction - 0. 100; Impervious fraction = 0. 900 Time of concentration - 8.45 min. Rainfall intensity = 2.587 (In/Hr) for a 10.0 year storm Subarea runoff 0.271 (CFS) for 0. 120(Ac. ) Total runoff - 1 .610(CFS) Total area - 0. 700(Ac. ) Process from Point/Station 306 .000 to Point/Station 311 .000 *** * PIPEFLOW TRAVEL TIME (User specified size) **** • Upstream point/station elevation = 22.200 (Ft . ) Downstream point/station elevation 21 . 480(Ft. ) Pipe length - 66.05(Ft. ) Manning's 'N = 0.013 No. of pipes - 1 Required pipe flow 1 .610 (CFS) Given pipe size - 12.00(In. ) Calculated individual pipe flow = 1 .610(CFS) Normal flow depth in pipe 5. 52 (In. ) Flow top width inside pipe 11 .96 (In. ) Critical Depth - 6.46 (In. ) Pipe flow velocity - 4.57(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 8.69 min. Process from Point/Station 311 .000 to Point/Station 311 .000 *'"• CONFLUENCE OF MINOR STREAMS '•+" Along;Main stream number: 1 in normal stream number 1 Stream flow area. = 0.700(Ac. ) Runoff from this stream 1.610(CFS) Time of concentration - 8.69 min: Rainfall intensity = 2.547 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 307-000 to Point/Station 308.000 •""" INITIAL AREA EVALUATION '"•' Initial area flow distance 189_ 000(Ft . ) Top (of initial area) elevation = 32.000(Ft . ) Bottom (of initial. area) elevation 23 .880(Ft. ) Difference in elevation - 8.120(Ft. ) Slope - 0.04296 s(percent)- 4 .30 TC - k(0.323) • [ (length^3) / (elevation change) ] ^0.2 warning: TC computed to be less than 5 min. ; program is assuming the time of concentration is 5 minutes. Initial area time of concentration 5.000 min. Rainfall intensity = 3.452(In/Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient - 0.858 Decimal fraction soil group A - 0.000 Decimal fraction soil group B = 1 .000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D - 0. 000 RI index for soil (AMC 2) - 56.00 Pervious area fraction - 0.200; Impervious fraction 0. 800 Initial subarea runoff - 1 .984 (CFS) Total initial stream area - 0.670 (Ac. ) ' Pervious area fraction - 0.200 • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 308.000 to Point/Station 310.000 • "`• PIPEFLOW TRAVEL TIME (User specified size) '**• Upstream point/station elevation - 23 .880(Ft. ) Downstream point/station elevation - 22 .200 (Ft. ) Pipe length - 61.60(Ft. ) Manning' s N = 0.013 No. of pipes - 1 Required pipe flow = 1.984 (CFS) Given pipe size - 10.00(In. ) Calculated individual pipe flow 1 .984 (CFS) Normal flow depth in pipe = 5. 29 (In. ) Flow top width inside pipe = 9.98 (In. ) Critical Depth - 7.59(In. ) Pipe flow velocity - 6.79(Ft/s) Travel time through pipe = 0. 15 min. Time of concentration (TC) - 5. 15 min. +++i+++++++++++++++++++++++++++"++++++++,...+++++++++++++++++++++++++++++ Process from Point/Station - 309.000 to Point/Station 310. 000 ***• SUBAREA FLOW ADDITION •*** APARTMENT subarea type Runoff Coefficient = 0.858 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 1 .000 • Decimal fraction soil group C - 0.006 Decimal "fraction soil group D - 0.000 RI index for soil (AMC 2) - 56.00 Pervious area fraction - 0.200; Impervious fraction 0.800 Time of concentration - 5.15 min_ Rainfall intensity - 3_396 (In/Hr) for a 10.0 year storm Subarea runoff - 0.29l (CFS) for 0.100(Ac. ) Total runoff - 2.276 (CFS) Total area 0. 770(Ac. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 311 .000 **** PIPEFLOW TRAVEL TIME (User specified size) **•* Upstream point/station elevation - 22.220(Ft . ) Downstream point/station elevation = 21 .480 (Ft . ) Pipe length = 27.30 (Ft. ) Manning's N - 0.013 No. of pipes - 1 Required pipe flow 2. 276 (CFS) Given pipe size - 10. 00(In. ) Calculated individual pipe flow = 2.276 (CFS) Normal flow depth in pipe = 5. 76 (In. ) Flow top width inside pipe 9.88(In. ) Critical Depth = 8.09(In. ) Pipe flow velocity - 6.99(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) 5. 22 min. • Process from Point/Station 311 .000 to Point/Station 311 .000 • •"' CONFLUENCE OF MINOR STREAMS "•'• Along Main Stream number: 1 in normal stream number 2 Stream flow area - 0.770(Ac. ) Runoff from this stream = 2 .276 (CFS) Time of concentration = 5.22 min. Rainfall intensity - 3.372 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1 .610 8.69 2.547 2 2.276 5.22 3.372 Largest stream flow- has longer or shorter time of concentration Qp 2,.276 + sum of Qa- - - Tb/Ta - — - 1 .610 0.600 '- 0.966 Qp = 3,.242 Total of 2 streams to confluence: Flow rates before confluence point: 1 .610 2.276 • Area of streams before confluence: 0. 700 0.770 Results of confluence: Total flow rate = 3.242(CFS) Time of concentration = 5.216 min. Effective stream area after confluence = 1 . 470(Ac. ) Process from Point/Station 311 .000 to Point/Station 300.000 """ PIPEFLOW TRAVEL TIME (User specified size) "" Upstream point/station elevation - 21 . 480(Ft . ) Downstream point/station elevation = 21 .000(Ft. ) Pipe length - 20.00(Ft. ) Manning' s N - 0.013 No. of pipes - 1 Required pipe flow - 3.242 (CFS) Given pipe size = 12.00(In. ) Calculated individual pipe flow - 3.242 (CFS) Normal flow depth in pipe 6.61 (In. ) Flow top width inside pipe 11 . 94 (ln. ) Critical Depth - 9.25(In. ) Pipe flow velocity = 7.31 (Ft/s) Travel time through pipe - 0.05 min. Time of concentration (TC) - 5.26 min. End of computations, total study area - 1 .47 (Ac. ) The following figures may • be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) - 0. 192 Area averaged RI index number = 56.0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7. 1 Rational Hydrology Study Date: 01/29/15 File:400post10.out ------------------------------------------------------------------------ HIGHGATE POST-DEVELOPMENT CONDITION BASIN 400 - 10 YR STORM PN 14-043 ------------------------------------------------------------------------ •"` "+"'• Hydrology Study Control Information English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6144 Rational Method Hydrology Program based, on Riverside County Flood Control 6 Water Conservation District 1978 hydrology manual • Storm event (year) - 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4 .1) For the I Murrieta,Tmc, Rnch Callorco area used. 10 year storm 10 minute intensity - 2.360 (In/Hr) 10 Year storm 60 minute intensity = 0.880 (In/Hr) 100 year storm 10 minute intensity 3.,480 (In/Hr) 100 year storm 60 minute intensity = 1 .300(In/Hr) Storm event year 10.0 Calculated rainfall intensity data: 1 hour intensity - 0.880(In/Hr) Slope of intensity duration curve = 0.5500 +++####+#++++++####++#+#+#+##+##++####++++i++++++#+++++++++#+++i++++++ Process from Point/Station 401 .000 to Point/Station 400.000 "+"• INITIAL AREA EVALUATION ... Initial area flow distance = 98. 000 (Ft. ) Top (of initial area) elevation - 1128. 000(Ft . ) Bottom (of initial area) elevation - 1125. 000(Ft. ) • Difference in elevation = 3.000(Ft . ) Slope - 0. 03061 s (percent)- 3.06 TC - k (0. 323) " I (lengthA3) / (elevation change) ] ^0.2 Warning.: TC computed to be less than 5 min. ; program is assuming the time of concentration is 5 minutes. Initial area time of concentration 5.000 min. Rainfall intensity - 3.452 (ln/Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient - 0.856 Decimal fraction soil group A - 0.000 ..Decimal fraction soil group B - 1 .000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 0.000 RI index for soil(AMC .2) - 56.00 Pervious area fraction - 0.200; Impervious fraction 0.800 Initial subarea runoff - 0. 118 (CFS) Total initial stream area - 0. 040(Ac. ) Pervious area fraction = 0.200 End of computations, total study area = 0.04 (Ac. ) The following figures may be used for a unit hydcograph study of the same area. Area averaged pervious area fraction(Ap). 0.200 Area averaged RI index number - ' 56.0 • • • Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version 7. 1 Rational Hydrology Study Date: 04/04/14 File: IOOEX.out ------------------------------------------------------------------------ HIGHGATE BASIN 100 2 YEAR EXISTING HYDROLOGIC CONDITION PREPARED BY: PDA DATE 4-3-14 BASIN 100 ------------------------------------------------------------------------ """•`•• Hydrology Study Control Information English (in-lb) Units used in input data file Program License Serial Number 6199 ------------------------------------------- Rat_ional Method Hydrology Program based on Riverside County Flood Control 6 Water Conservation District 1978 hydrology manual • Storm event (year) - 2.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-9 .1) For the ( Muir ieta,Tmc, Rnch Callorco ] area, used. 10 year storm 10 minute intensity:= 2. 360(In/Hr) 10 year storm 60 minute intensity = 0. 880(In/Hr) 100 year storm 10 minute intensity = 3. 980(In/Hr) 100 year storm 60 minute intensity 1 .300(In/Hr) Storm event, year 2 .0 Calculated rainfall intensity data: 1 hour intensity - 0.586 (In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101 .000 to Point/Station 102. 000 *`*' INITIAL AREA EVALUATION *'** Initial area flow distance - 146.000(Ft . ) Top (of initial area) elevation - 1139 .000(Ft. ) Bottom (of initial area) elevation - 1132:000(Ft . ) • Difference in elevation - 2.000(Ft. ) Slope - 0.01370 s (percent)- 1 .37 TC = k(0.530) 41 (length^3) / (elevation change) ] ^0. 2 Initial area time of concentration - 9. 177 min. Rainfall intensity - 1 .647(ln/Hr) for a 2.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient - 0. 733 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 1 .000 Decimal fraction sail group C - 0. 000 Decimal fraction soil group D - 0.000 RI index for soil (AMC 2) 78.00 Pervious area fraction - 1 .000; Impervious fraction 0.000 Initial subarea runoff - 0. 531 (CFS) Total initial stream area - 0.440(Ac. ) Pervious area fraction - 1 .000 Process from Point/Station 102.,000 to Point/Station 103.000 •`•• IMPROVED CHANNEL TRAVEL TIME •'+" Upstream point elevation 1133..000.(Ft,. ) Downstream point elevation - 1129.000(Ft: ) Channel length thru subarea 352. 000 (Ft. ) Channel base width = 5 000(Ft. ) Slope or ' Z' of left channel bank = 5.000 Slope or 'Z' of right channel bank = 5.000 Estimated mean flow rate at midpoint of channel = 0 .918(CFS) Manning's 'N' = 0.020 Maximum depth of channel = 2.000(Ft. ) Flow(q) thru subarea - 0.918 (CFSj Depth of flow - 0. 102 (Ft. ) , Average velocity,- 1 .629 (Ft/s) Channel flow' top width - 6.023 (Ft. ) Flow Velocity 1 .63 (Ft/s) Travel time = 3.60 min. Time of concentration = 12.78 min. Sub-Channel No. 1 Critical depth - 0.098(Ft . ) ' Critical flow top width 5. 977(Ft. ) Critical flow velocity- 1 . 713 (Ft/s) Critical flow area = 0. 536(Sq.Ft) Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient - 0. 706 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1 .000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 0.000 RI index for soil (AMC 2) = 78.00 Pervious area fraction = 1 .000; Impervious fraction = 0.000 Rainfall intensity - 1 .373(In/Hr) for a 2.0 year storm Subarea runoff 0.689 (CFS) for 0. 710(Ac. ) • Total runoff = 1 .220(CFS) Total area = 1 . 150(Ac. ) Depth of flow 0. 121 (Ft. ) , Average velocity = 1 .803 (Ft/s) Sub-Channel No. 1 Critical depth = 0. 117 (Ft . ) Critical flow top width = 6. 172 (Ft . ) Critical flow velocity= 1 .863(Ft/s) Critical flow area 0.655(Sq.Ft) Process from Point/Station 103 .000 to Point/Station 104 .000 *"* * PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 1123.000(Ft. ) Downstream point/station elevation - 1122.000 (Ft . ) Pipe length - 95.00(Ft. ) Manning' s N = 0.013 No. of pipes = 1 Required pipe flow - 1 .220(CFS) Given pipe size = 36.00(In. ) Calculated individual pipe flow. 1 .220 (CFS) Normal. ,f-low depth' in pipe 2.80AIn. ) Flow .top width inside ,pipe 19a27(in i) - Critcal Depth .- 9.08(In. ) Pipe flow velocity = 9.80(Ft/s) Travel time through pipe . 6. 16 min. Time of concentration (TC) - 12. 93' min. ++++++++++##++++++++#+++++++++#+{+++++###+#.{{+{{+#+#++#+++{+{}#++{+#++ Process from Point/Station 104.000 to Point/Station 100.000 *•** PIPEFLOW TRAVEL TIME (User specified size) ""• , Upstream point/station elevation = 1122.000(Ft. ) Downstream point/station elevation = 1115.000(Ft. ) Pipe length - 37.00(Ft. ) Manning' s. N = 0.013 No of pipes = 1 Required .pipe flow - 1 .220(CFS) Given pipe size - 12.00(In. ) Calculated 'individual pipe flow - 1 .220(CFS) Normal flow depth in pipe 2.28(In. ) Flow top width inside pipe 9. 91 (In. ) Critical Depth - 5.59(ln. ) Pipe flow velocity - 11 .76(Ft/s) Travel time through pipe - 0.05 min. Time of concentration (TC) = 12.99 min. +#++##++++++++#+#+#+++#+}++#+++}}+#{{{+++#{+{+{###}+}++{+++#++}++++++# Process from Point/Station 105.000 to Point/Station 100.000 ** "* SUBAREA FLOW ADDITION **** UNDEVELOPED (poor cover) subarea Runoff Coefficient - 0. 705 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1 .000 • Decimal fraction soil group C = 0.000 Decimal fraction soil group D - 0.000 RI index for soil (AMC 2) 78.00 Pervious area fraction = 1 .000; Impervious fraction - 0. 000 • Time of concentration 12 .99 min. Rainfall intensity = 1 .361 (In/Hr) for a 2 .0 year storm Subarea runoff — 0.240(CFS) for 0.250(Ac. ) Total runoff =. 1 .460(CFS) Total area = I . 400(Ac. l End of computations, total study area = 1.40 (Ac. ) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1 .000 Area averaged RI index number 78.0 i • APPENDIX D Underground Detention Basin Calculations Ah INTERIOR WALL W/ 4.5"Wx5.0"H ORIFICE TO FINISH GROUND INTERIOR WALL W/ METER DISCHARGE 4.5"Wx5.0"H ORIFICE TO FINISH GROUND METER DISCHARGE 6 120 HOPE - - - - - e' a 3.5' FLO 48" RCP e e FLOW@..._,. 5' 3.5 SECTION A-A A INTERIOR WALL 6" PCC W/ #4 4' R DIRECTIONS. BEND REBAR 90'EBAR ® 18" O.C. BOTH 4' SECTION B-B AT ENDS INTO CLEANOUT STRUCTURE. 4.. 0.5% - 5 FLOW 48 RCP 'FLOW B B 6" PLACE --1.5 DETENTION OUTLET DETAIL A NOT TO SCALE • Project: Highgate 100 Simulation Run: Run 1 Reservoir: Reservoir-1 Start of Run: 01Jan2014,00:00 Basin Model: Basin 100 End of Run: 01Jan2014,08:00 Meteorologic Model: Met 1 Compute Time: 30Jan2015, 12:36:14 Control Specifications: Control 1 'Volume Units: IN Computed Results Peak Inflow: 11.30(CFS) Date/Time of Peak Inflow: 01Jan2014, 04:10 Peak Outflow: 8.28 (CFS) DateTme of Peak Outflow: 01 Jan2014, 04:20 Total Inflow: (IN) Peak Storage: 0.20117 (AC-FT) Total Outflow: (IN) Peak Elevation : 4.25 (FT) • • 1 • Project: Highgate 100 Simulation Run: Run 1 Reservoir: Reservoir-1 Start of Run: 01Jan2014, 00:00 Basin Model: Basin 100 End of Run: 01Jan2014, 08:00 Meteorologic Model: Met 1 Compute Time: 30Jan2015, 12:36:14 Control Specifications:Control 1 Date Time Inflow Storage Elevation Outflow (CFS) (AC-FT) (FT) (CFS) 01Jan2014 00= 0.00 0.00000 0.00 0.00 01Jan2014 00:10 0.63 0.00223 0.06 0.31 01Jan2014 00:20 0.64 0.00579 0.16 0.45 61Jan2014 00:30 0.66 0:00828 0:23 0.49 01Jan2014 00:40 0.68 0.01042 0.29 0.54 O1Jan2014 00:50 0.70 0.01223 0.34 0.58 01Jan2014 01:00 0.71 0.01362 0.38 0.63 01Jan2014 01:10 0.74 0.01470 0.41 '0.67 01Jan2014 01:20 0.76 0.01571 0.43 0.69 • O1Jan2014 01:30 0.79 0.01679 0.46 0.70 01Jan2014 01:40 0.81 0.01799 0.49 0.72 01Jan2014 01:50 0.65 0.01934 0.53 0.74 01Jan2014 02:00 0.88 0.02092 0.57 0.76 01Jan2014 02:10 0.93 0.02275 10.62 0.78 01 Jan2014 02:20 0.96 0.02481 10.68 0.81 01Jan2014 02M, 1.03 10.74 0.83 01Jan2014 02:40 1.08 0.03007 0.82 0.86 O1Jan2014 02:50 1.17 0.03347 0.91 0.89 01Jan2014 03:00 1.24 0.03750 1.01 0.93 01Jan2014 03:10 1.39 0.04251 1.15 0.97 01Jan2014 03:20 1.49 0.04864 1.31 1.02 01Jan2014 03:30 1.76 0.05661 1.52 1.07 01 Jan2014 03:40 1.97 0.06704 1.79 1.14 01 Jan2014 03:50 2.73 0.08303 2.21 1.24 01Jan2014 04:00 3.66 0.10909 2.92 1.37 Page 1 • Date Time Inflow Storage Elevation Outflow (CFS) (AC-FT) (FT) (CFS) 01Jan2014 04:10 11.30 0.18373 4.11 2.75 01Jan2014 04:20 2.26 0.20117 4.25 8.28 01Jan2014 04:30 1.61 0.16819 13.97 0.38 01Jan2014 04:40 1.31 0.17679 4.05 1.29 01Jan2014 04:50 1.12 0.17628 4.05 1.21 01Jan2014 05:00 1.00 0.17528 4.04 1.05 01Jan2014 05:10 0.90 0.17459 4.03 0.95 01Jan2014 05:20 0.83 0.17406 4.03 0.86 01Jan2014 05:30 0.78 0.17368' 4.02 0.80 01Jan2014 05:40 0.73 0.17337 4.02 0.75 01Jan2014 05:50 0.69 0.17308 4.02 0.71 01Jan2014 06:00 0.65 0.17283 4.02 0.67 01Jan2014 06:10 0.00 0.17008 3.99 0.38 01Jan2014 06:20 0.00 0.16484 3.94 0.38 01Jan2014 06:30 0.00 0.15960 3.90 0.38 01Jan2014 06:40 0.00 0.15436 3.85 0.38 01Jan2014 06:50 o.ob 0.14912 3.80 0.38 01Jan2014 07:00 0.00 0.14387 374 0.38 01Jan2014 07:10 0.00 0.13863 13.69 0.38 01Jan2014 07:20 0.00 0.13339 13.64 0.38 01Jan2014' 07:30 0.00 0.12815 13.58 0.38 01Jan2014, 07:40 0.00 0.12291 3.52 0.38 01Jan2014 07:50 0.00 0.11078 2.97 1,38 01Jan2014 08:06 0.00 0.09242 2.46 11.29 Page 2 • Reservou'ReservO .I*Resu:is for Run'Run P • 020 4.09 0.15 C 3.07 a r 0 W N 0.05 1.02 0.00 on 12 ` p 1 le I I I • II II e � I II , II II 6 I I , L I a I I I I 4 l � I i I , 2- 0 0090 0IM 02M 09V0 042 052 061.00 072 oss OIkOI4 ...... Ru1RIR11 ElmmdRE5ERV00 l RmOStOW RnAIIN 1 BeadAfSERYIXRI Rd1.Pad&rtici — bft I BwadAWYaM RmtdCA!vr • -- RImRN I f70mKMERVO0i•1 RmLLCwbM Fln PIPE ELEVATION-STORAGE CALCULATOR FLAT DETENTION PIPE • INPUT PIPE CIA= 36 Inches LENGTH• 50 feet CALCULATE RADIUS• 18 Inches TOTAL AREA• 7.07 sq.feet SINGLE PIPE 81GRETENTION TOTAL STORAGE Cwe4 STORAGE STORAGE ELEVATION(In) AREA(sgh) AREA(acros) N) (ave•ft) (a ft) 1 0.06 O.OD000126 0.ODDD63 0.002884 0.002947 2 0.25 O.OD000355 O.00D177 0.005768 0.005946 3 0.28 0.00000646 0.000323 0.008652 0.008975 4 0.43 0.00000985 0.000493 0.011537 0.012029 5 0.59 0.00001365 0.000682 0.014421 0.015103 - 6 0.77 0.00001778 0.00=9 0.017305 0.018194 7 0.97 0.00002219 O.OD1110 0.020189 0.021299 8 1.17 0.00002685 0.001343 0.023073 0.024416 9 1.38 0.0OW3172. 0.001596 - 0.025957 0.027544 10 1.60 0.ODW3678 0.001839 0.029841 0.030681 11 1.83 000DD4200 •0.002100- 0.032726 - 0.033826 12 2.06 0.00004735 0.002367 0.034610 0.036977 13 2.30 0.00005281 O.OD2647. 0.037494 0.040135 24 2.54 OAD005837- 0.002918 0.040378'" 0.043297 15 2.79 0.ODD06400 0A0320D 0.043262 0.046462 16 3.04 0.00006968 .0.003484 0.046146 0.049630 17 3.28 0.00007540 0.003770 0.049030 0.052800 18 3.53 O-OWOB114 6004057 0.051915 0.055971 • 19 3.78 0.00003687 0.004344 0.054799 0.059142 20 4.03 0.00009259 0.004630 0.057683 0.062312 21 4.28 0.00009827 0.004914 0.060567 0.065481 22 4,53 0.00010390 0.005195 0.063451 0.068646 23 4.77 0.OD010946 0.005473 0.066335 0.071808 24 5.0.1 0.00011492 0.005746 0.069219 0.074966. 25 5.24 0.DD012027 0.006014 0.072104 6.078117 26 5.47 0.00012549 0.006275 '0.074998 0.08L262 27 5.69 0.00013055 0.D06527 '0.077872 0.094399 28 5.90 0.0WliI542 0.006771. 0.080756 0.087527 29. 6.10 0.00010008 0.W7004 0.083640 0.090644 30 6.29 0.00014450 0.00722S 0.086524 0A93749 31 6.47 0.00014862 0.007431 0.089408 0.096840 32 6.64 0.00015242 0.007621 0.092293 0.099913 33 6.79 0.00015581 0.007791 0.095177 0.102967 34 6.91 0.OW15873 0.D07936 0.098061 0.105997 35 7.01 OA0016101 0.008050 0.100945 0.108995 36 7.07 0.00016227 0.009124 0.103829 0.111943 37 RVALUEI RVALUEI 4VALUEI 0.106713 0.206713 38 4VALUEI RVALUEI 4VALUEI 0.109597 0.109597 39 4VALUEI RVALUEI RVALUEI 0.112482 0.112492 40 RVALUE! RVALUEI RVALUEI 0.135366 0.115366 Al 4VALUEI RVALUEI RVALUEI 0,118250 0.118250 42 RVALUEI RVALUEI RVALUEI 0.221134 0.123134 43 RVALUEI RVALUEI RVALUEI 0.228523 0.229523 44 4VALUEI RVALUEI RVALUEI 0.136274 0.136274 45 RVALUEI RVALUEI WALUEI 0.144386 0.244396 46 4VALUEI RVALUEI RVALUEI 0.152872 0.152872 47 RVALUEI 4VALUEI 4VALUEI 0.162739 0.161739 • 48 4VALUEI 4VALUEI RVALUEI 0.170996 0.170996 49 RVALUEI RVALUEI 4VAWE1 0.190632 0.180632 50 RVALUEI RVALUEI 4VALUEI 0.190678 0.190678 51 RVALUEI 4VALUE! RVALUEI 0.201120 0.202120 52 RVALUEI 4VALUEI RVALUEI 0.211967 0.211967 53 4VALUE! 4VALUEI RVAWEI 0.223238 0.223238 54 RVALUEI 4VALUE! 4VALUE! 0.234759 0.234759 Y 9LCBSC:86CLC.6tlatlCataL-6aC�Ca:CCCaCC.Ca:C._6..".- ....._ 9889B8$8H889Baaa9aBaa8aa8aa8aa88aa IRIS a SIR aa aaaaa8aaa ag a zC 8c6E.5c QE • 4 � c 38etnc49e555'u54555555555596555555 555559 955515555995ess H 88$SBakBkk$888Ba8a888B888889a888888a8888888a8888888688 LS -�aeYS_�SLT�LLLLLCCL�CC:LLL"'::::LL:::LLC::L:L:aCCCLC:tl a Billsk aak$kkkeS9$85a&99$S$$SaaE$$$$S$$B$$SSS$$8aB8$EB68$$e a eat$SaG7CGE69a�9a8aY9p$a�aecEbark9a$7CCLc$beaaCetla8eC8�� p p�pp���O�:Oee� p OOOepp.eppe0eoeeeaeee000ee Aga ggs ea 9dG1 ages a_'98 s5�e5a9 a9 c 99eOa H H gH 99g@ e$ lipCp � YCC:6a6Ca6ee.'._BaCLCasCL:6yCCCdCCC7aa67CC:CC:C+-."•- •-••_eI W$ d a sa99598998aaaa88aaaaaea�aa95 gas aaa9a�aa86aaa aaaaas agal 6LSs- C _ a 5555g 6 �Bias.:p aYiSayCp�Ci p•�"•p•4`pCCp i +J seskkk,$k88skaa884 g888.$�e$sasea aaaaea.888aeB88aeae88888 8 a ? 1. 7�y:� aag"gt�•-a""taaa"9-"yL""a9---a99A9aGa99y999--C_y C seskk�9saak9x�a�aasm�aaa6Gaaa5ua55azxuabaaabaa�a6aaag�'Ei rrss$ :ne_gggaagg C GK9$ha�J�l6'�maBB as Bassist NH B5Bn"ae 9888§yp"tan8°9=69SB$y$exeBE'E•a8aaa8c$8.j • apeep0 p p ."a. aL 5 H a sag y-=c :eaH: " t 88 . ggy,qqs ASS YCC:C6tCC.t:.L6aii ytaYC L.a aaCCia:CCC6CC:CatC�C6+. -.. . --� � �ApAp dF gaggg� aHEP@CCeCiCCCCCY�EY�eCCC�CCCC��CS5CCCCC-CCC CC �YCYCnKCCsa �� e6888aaaaea§Base 9 8998868a988896899999.868.9ae0aeeea8aaaaza eC73e�a-p: Hka81 a88w 8kpyHS 8a 69 apnsCC 18 is I8 a eCC88gggi8i 9C9CeC"C agas aa9eC9CeC8SCeaC Bass s a aa9a99� 6taab aaFEaaggea"cCEbababb E a eBk$ bagb9 a a is ll �9,;56pbltaye,SH:aa s3055@rxEEx4ESa e9E5H95at"c"a5c"e'8anp:ea $aaaaaaS.akYa9L GaLesaasca$CaSL ae3$:L$aisacaL_Gae-ssaye g�Cggpp0 96ieryry 5LO.ep8pp.at g.C.a886.AC.e0a e-ejtlp9gS.8.9.9.9.yyqq.._..e e e e e e..J Le.eee�C...7.�C.ep .999929 y Oep ilia Cc¢16:#H1Caa3qGG.gp as 1EHxxHvialp :: r ie • .11v,In.slwalalawm. oa+r.,an.rtouu aJntw,n, matl,mnma t.mn .mn,wma..mu 0ay1.I,mI. awr.a,sa1 LIDJR R.M. V MV LIVK[RRM. 11 nt101 MG• n. q tr.l W/i. Iml qIM IVA SIaU. J 1 M15WlS• ] .l ma RIM• m IM. Mum SOM.. MIS 1OMYn. a Ov[ml 101111pmllf. m OmeN Acclai M. Il .vlvl v0RRI0l. D .mvl aR.Iomurr• a ..nn. .Rcromnl. m an1.. ,swat 1N9m ,Nutt Wl .nua ,@, II.a.10. AQA (Salaams; smMR Vml.at OI.v.O. .IO. (wlaRM) fm4al JiWLa mltlnwuol ma lmn(mI (na) SUM Invl IasIll.Jtl (.a.Jlul 1117V,1nap0 Will INaI Wm Imal..o le.dwl (m...Ia 0 lUm a O am :WMM) 0 1nI" 0 a am SIMOOM -anemm 1 SUM u.m I'm 10" OSIM I Imam Imm, Ilan I03s amull Omlw I IIIM UIm SPIN 11N a." I SWim tn)m n)" Ula O0U161 Claim s V.m V.m met Ya alWJu I Imam Im)m nrm mT Omlla oa u . u Ulm .M Inm an oMw11 Ur Ca SWIM Vim Small OmSUI O IDI f I"ISO mm V.m Vim Let Ol f Imam SWIM IJIM Mal? Omafl. 001YI1 6 SUM V.m Inn a10 (SWIM 0 I== SWIM Ilan *I" om 00uJ01 I SUM V.m lnm net Oman ) Imam SWIM V)m .lam OmI6T 00101n 1 I1.m I1.M in" KO OM ItImam =.M I))m "Is, OMIOV walul f J1.m u.M Inv mD Omni I Imam SWIM "am U1.10 OOVN a061S1 10 RUN SUM IDm IRm Om)JT la M`M Imam "am W33 amJ oR j 11 SUM Ulm Inv Ilan Onlnl 11 ml.m UMm 1SIn WSI 001u10 OMIn0 U WIN li.M SPIN Inn OUIn D SWIM Ulm nIn 722M O011aw O03,610 U SUM Ulm no U040 Oman Il SWIM m)m nIm Ulm nmTT OmIM U V.M V.m Inn Isin OmMT U Inlet WIIM Slam Mil) O02mJ1 oa n V.m UI= an. IUm amen n Inlet SWIM )Ilm �M]0 oOnnl aoVlY Is u.m V.m Inm mn oO V IJMm SWIM nlm wn quill. O"I'M II III= Inm ID.n Wm Oman 11 Ulmw M`M Ilan IMJ9I aMDM Hamm U Inn Mal U D f30 Me gml. U SWIM M"m nln MISS Outlet oA1Ml If IUW V.m Inn Asm Owill lJ InIM SWIM Ila.m 11Y.) O016271 OOUni n D.m JI.m Inm LION OM.951 D UI.M DMm Inm Imp Ohms 005143 11 SUM U.M Ind" SUM 00152,311 II Inlet Inlet Inm IIUM 0M OaJOUI V V.m Inm Inm Ulm a00," a nIm SWIM M0 lama O➢NI% oOdsl 13 SUM V.M HIM Man OmSM IS MY InI" nlm IMP 00114 aOU>D I. IUM Ian IDm Mw 0MSf50 SO DMn lmm nI" IUfm 0011R om 9 D VIM U.m Inn )Tm (SORW is In)m II AR) nIK am" aOIISn aanla n V.m u.m IDm SWIM OmUm li Inim Ulm IUn ]Xial nminl 00793 V laIm sum In.n Dim 0OMNI V IDIM ISM" n1M 112630 OaVIU Om117I D V.m IIIm Inn Wilm OMsw D wm wW nIm MIM 0=17 aotMfs D III= sum I210.61) w" Omnm D Ulm SWIM nin laKn 00mlaO ooV6a m IS.DO SUM IDm V.m 0m n SWIM Inlet 1I1n mum O.alw amDa. Il V.M IUn In." JUM OmI IS Inlet SWIM n)n 1115133 emi aO U U.m It.m Inv Ulm OOOT11 Il SWlM nIm III" IVI.la OW20 OM 19 "am SUM SDm 96m (SWIM Il Inln imm SUN IVm 0NUIl Oa6111 11 )I.m Il.M Info IVm oa n U SWIM Mam ID.a IaIJJ OOSM. VVFMI U SUM "IN 1D.n mm am is nrm SWIM non SWIM Oatnl 0100M p u.M SUN wm w.00 0ML J6 mlm SWIM mn Jlna 00.1In OWIn 11 Jam u.M Inn JTO OWmU V IIMM UMM Ulm JIMU amuu 010111J D OUN RUN Inm .ma amIVI If MZM SWIM sLA SIMI) omD.f alm597 If I"= SUM IDn .net 0m D Ini" SWIM Il]" Dnm 00515122 OMNI a V.M 1Um III.m IUta OMl9U .0 holm IOIm Ian WILB OM5111 01DIff IS "IN nIm lain a1n Oa10165 .1 nIm SWIM nIm MASS, aOSIVf OIWm a SUM VON ITm .3111) OOMIIJ .1 SWIM SWIM lV" SWIM Omnl1 OUSW .I MM DIM IVm tllU (SMlms IS IJnM IUI.SO WI.n D6ll. ONMI 01DUI U Inm met D0M 51") OMlnl lwm Ianm ItV" )Ul.n aMSam vDo). Is alm us" )um was 0On." U ]uOID If11f0 Dllm SWIM aa61ml OWIU a .nM IKJO sum ST.M 0M)DI .I imam SHOW If1f EU sin" OMDn n1Ufn la .um Um an" 61631 01,14101 V )IDM mm SWIM JDOtl OOII>I OIUID tl .lam 41130 .a.m DJn OOMS, a Into MI." loam Dm1s Cm1U (SIMON f sum MAD -SIM 6KM oo16MI a SWIM SWIM MsISO Jlnm o01IW elgy m wet wet .Um 71"3 WOWS! m Slum Imam mm DItJ) OOmin 01fo11f V Inm u41,150 .tlsq mY OMVU V USOm 2111m U11m .IDIJ OQUM OMnO ' u nIm dm Wm Ia21 omsao U nMm IIUJO Slow .]DD oa 2 ODIW U MM met .Tm M14 OOmm. U Dmm n%M SWIM .SI'MIS 01R I nlaUV U wet .net Met wn OMIIT U SimID la.l" DV.10 InJ" 01MS® 03Unf ELEVATION-DISCHARGE CALCULATOR WEIR FLOW(1-5 Inches) ORIFICE FLOW(6 inches and over) INPUT Orifice Height, H= 4.0000 inches Orifice Width,W= 4.0000 inches CALCULATE Weir Equation,Q= 10WH15 Orifice Equation, Q= 0.67A(2gH)O" ELEVATION (in) DISCHARGE(cfs) 1 .0.0241 2 0.0680 3 0.1250 4 0.1925 5 0.2987 6 0.34.49 7 0.3856 8 0.4224 • 9 0.4563 10 0.4878878 11 0.5174 12 0.5454 13 0.5720 14 0.5974 15 0.6218 16 0.6453 17 0.6679 18 0.6898 19 0.7211 20 0.7317 21 0.7517 22 0.7713 23 0.7903 24 0.8089 25 0.8271 26 0.8449 27 0.8623 28 0.8794 29 0.8961 30 0.9126 31 0.9287 32 0.9446446 33 0.9602 34 0.9756 35 0.9907 36 1.0056 1]tY1apN.ppa11G6(cllttw]o1 wtanY,tml ttnnoulnwt mutt pONt wnlNan l.lc�. tCW War 1irNe sp.• 31 in W.0 We. x. n Grna Yae. Y ,N.,1• aY to 10nIn• i 1W.hI. 1 1Wnn. ] n Raw[Y.11m• b n NwrMwllal• 1 M OeNM.tlen. 6 N a! alaGwrt u1w11n wanurz p.Y61m.0• 6v Wv ln.lm,A• ]Awry" WNt[waten0•.IOWM't' ~EqumlokQ. 1DxNrr OISR1101110H afV1T10N a6f111G01 IMA11091 06Ot16[ 11[V1al0a a1f016GG! 111V11gN t> wtlmYalas. swlOils o[fCu1o1 !moos Pal !ell Pit lei omm - oonilt¢ IIIi1Ra�ttgll.aa[t You atmlR 01SaY11! 1 wa l t almf t ] e,l hN Wit lal 3 a➢o, t ] alY1 aSUP alui O]Ys . ] Omm 01x1a 0 s Dmm s 6 4 o]Yf oaa Os 6 amm 6 6 s an0] Otsa anlx ] 0not 1 ] 6 Omm p1u9 pnL 6 q1Y] 6 6 ) a)1W 6nn vm6 0 O amm 0nt. 0 s eno p to snap Y to 1 0]® O.tn a a aim _ oam om6 tint u 1l 0mm p 10 R Omm aSll. Onw a p.flm - omm Oup Guff Il n p 11 - Omm 6StY onn a1Y1 ont. os is anal Is is os Omm Gun 1®] a anal n a aMGM 17 �� 16 Omm anst I Y om ib 11 u - Omm 066D 19 0not 11 V - amm Ow IAIt Y OIY1 ]0 la 0m 0nu 101 n G110S tl ]I -G]103 0aU 111Ix a 6t101 it i] 21 olm ann tint a 0t1m )] it - a pmm ono 1� i. 0= t. 1. a 0®1 anm ]] a CtYs a a }6 OYm 'OfAf I.tY. - 26 a 28 16 a 03101 owl 1. i) a m i) i) 26 - Omm eon 1,1a. Y 00a1 11 �6 1) Omm ooa 1.2 b o]ml ja 8 a 0=5 p11Y la Y p11t to 6p - amm 011n t! 11 pmm 31 s1 - - - Omm 33 0-6tA IA1 !i 01>p1 to al® Oftn 1.® Y li pmm a1Y1 IJ1s1 n onot it n sl mm 616m D 1d. Y ]Ys ]. o is OIYy n Y pun o 16s6t n 011t n 16 35 011m 0n01 I371 3) om ]) )) Y G1N 11m6 Y ant Y Y ]) oYm a)Im n aJGL Y Y O.nm 'n A _ Omm. omm n Y GIYI At 0 u 0]OT a .1 -0Jm p .t 6t 0mm U a0at 13 0m00 -61 - 0m Omm Y OIYJ u atm u Gapm - Y 0W Clem 0]10I pNt O tool .s aGOla .s aeem .S OEtO 0 O.f® 0 . O IYs 61 .6 GOO Y OpRp n &= - m OMS O,Im Y atp 11 a®a .t 00ma ..17 0mm 000130 omm 0mm Y 01,000 Y 0 Omm p aama Y G1am p - 0 mm O.W tl Omm N a.un A 0116, A own Isln ILm SD 0 Mas sl 01105 51 1Un 50 G1a. 5a !.)if) .n1i .Yn i .6ta1 sl 1.1150 a11 ISM si Gnat tSYI sa st lA6a t 11sn a sl L)n1 s) ),>>.I alt.. LlOY pmm sl ]at1IS ]• pnm 61 ..nto 61 LA n Y1f]1 11fu1 11134 ]1 'n win al)a alto llssu APPENDIX E Water Quality Calculations .• `• SOIL TYP. IMP NAME DMA NAME AREA (SF) SURF TYPE RUNOFF C DMAxC B IMP 100 100.1 13,939 PERVIOUS 0.1 1,394 100.2 37,830 IMPERVIOUS 1.0 37,830 SIZE FACTOR MIN: AREA PROP. AREA TOTAL 0.4. 1,569 1,807 SOIL TYP. IMP NAME DMA NAME AREA (SF) SURF TYPE RUNOFF C DMAxC B IMP 301 200.1 6221 PERVIOUS -0.1 622 200.2 19,915 IMPERVIOUS 1.0 19,915 SIZE FACTOR MIN. AREA PROP. AREA TOTAL 0.4. 822 828 SOIL TYP. IMP NAME DMA NAME AREA (SF) SURF TYPE. RUNOFF C DMAxC B IMP 310 300.1 14,374 IMPERVIOUS 1.0 14,374 SIZE FACTOR MIN. AREA PROP. AREA TOTAL 0.4 575 676 SOIL TYP. IMP NAME DMA NAME AREA (SF) SURF TYPE RUNOFF C DMAxC B IMP 306 400.1 10,890 PERVIOUS 0.1 1.089 400.2 2,810 IMPERVIOUS 1.0 2,810 SIZE FACTOR. MIN. AREA PROP. AREA TOTAL 0.4 156 228 SOIL TYP. IMP NAME DMA NAME AREA (SF) SURF TYPE RUNOFF C DMAxC B IMP 109 500.1 10,454 PERVIOUS 0.1 1,045 500.2 5,736 IMPERVIOUS 1.0 5,736 SIZE FACTOR MIN. AREA PROP. AREA TOTAL 0.4 271 324 ' 1 Pre-Development Hydrology Map r� Post-Development Hydrology Map y - f 9+00 40+00 �HLLI 0 I LEGEND 37+00 - �- - ��- - v 44+00 PROPERTY LINE 39+00 STORM DRAIN FOR DETENTION RIGHT OF WAY (4) 90LF 48" CMP PROPOSED CURB �, - UTLET PROPOSED CURB OUTLET PER CITY - DRAINAGE BOUNDARY ASSOCIATED - OUTLET PER CITY STD. 301 3x3 3" MIN. COBBLE STONE STD. 301 RIPRAP W/ MIRAFI FILTER WITH EACH BIO SWALE CALIFORNIAROAD FABRIC UNDERLAYMENT RANCHO ---F-----f- FLOW LINE I � + 0 0 - SHEET FLOW .•,T,• ^:•�•.r;;;;,.`;, .�, �,��,•�,,��,T ��: ,,�,ems, ;T•^ .r'�a'T.�+-fir ;•.:;'' :`;SEkF;`:T1 � :�At1S'CkPEA';S14P2;•.;;;�:,;:r;:: ::': :;:�; ;:r;:;•:;:•;-':" -�-•.: •, - -._. CP #1 CONCENTRATION POINT NUMBER .-T• ,�. Q,o=7.5 100 YEAR FREQUENCY DIS CHARGE SCHARGE 7. Q 3.4 2 YEAR FREQUENCY � z DISCHARGE css f: TF- Qjo =5.1 10 YEA R FRE FREQU ENCY Y DI / , Q DISCHAR GE / / �. STORM D � 1 DMA IMP A RAIN r l` r �- '•'r:=���' • �•'•:'•'•'' AREA NUMBER FOR ..N �• > •�••,� I / E �J i� •�TE R I N 10 TI „ N : ` 'a 8 r J• M r` ♦ J :•;• r a > - ♦ '�•.' .•mod• ,'1• 207 DM AREA •a J• _ - i t e / +, a r �• t _ / , • ' •r } TI0 N BASIN ,I OR �.• >B -. •.• a r r• IMP 310 ./. , 1 / r 0 s /•�, ••.•` LANDS CAPE E AREA _ P r r 4 r - - 1 a , / - a'l• BA SIN IN -N 'J 10 O BIORETENT � ,•�,�• r�=�.'-�i / / r- - r BAS IN / - ON -EN Tl L IMP 306 - B!Uko, V ROOF - / _ ASPHALT HARDSCAPE CB STORM DRAIN CATCH BASIN 1` '. - �� ��� �i ;.�• / / HDWL STORM DRAIN HEADWALL YO :': :':.:: ':. / NOTE: E• ALL ROOFDRAIN LOCATIONS WILL DRAIN TO LAN DSCAPE AREAS •1 1k.V_ I / �� ,.. . - a I• �• - ROOF RUN _L / I' SOIL TYP. IMP NAME `l •' DIRECTED T LAND- / BE / IOR TO '1.�: / DMA NAME AREA SF SURF TYP SCAPE AREAS R / ( ) E RUNOFF C DMAxC B IMP 100 STORM GE-IN E , - DISCHAR - .. 13 939 100.1 P:`- ERVIOUS 0.1 1 394 �1 DRAIN .SYSTEM � . , / I o 100.2 IMPERVIOUS 1.0 'I. H DRAIN 37,830 37 830 - TR N C89 ';4• SIZE FACTOR MIN. AREA PROP. AREA f '1 -_ __-- I �` :': : • •=a r / / TOTAL 0.4 1,569 1 807 _- - - BIORETENTION BASIN0. Q r IMP 301 .0 I .a r :► :��'' •t '� '•� �'-•'\ / SOIL TYP. IMP NAME 1 t (•,aa t' O - / DMA NAME AREA SF ( ) SURF TYPE RUNOFF C DMAxC B IMP 301 200.1 6221 PERVIOUS 0.1 622 aka, / 200.2 19,915 IMPERVIOUS 1.0 19,915 19+00 SIZE FACTOR MIN. AREA PROP. AREA _ `• / TOTAL 0.4 822 828 T _ _ a(�}� / SOIL TYP. IMP NAME DMA NAME AREA (SF) SURF TYPE RUNOFF C DMAxC B IMP 310 Pp,IVATE) V ��, `: .:: 1 //q . E ..•; / 300.1 14,374 IMPERVIOUS 1.0 14,374 q goo � -� 0/ SIZE FACTOR MIN. AREA PROP. AREA q ,• / TOTAL 0 4 575 676 / SOIL TYP. IMP NAME `= / DMA NAME AREA (SF) SURF TYPE RUNOFF C DMAxC B IMP 306 \ /00 400.1 10,890 PERVIOUS 0.1 1,089 400.2 2,810 IMPERVIOUS 1.0 2,810 PER PLAN \ r - � - SIZE FACTOR MIN. AREA PROP. AREA TOP OF \ / / TOTAL 156 228 I_ WSELYEAR BASIN (TG)TCH \ ?3�0 / / VARIES OVER TG N TYP \ � o / 3" POSOIL TYP. IMP NAME (TYP) DMA NAME AREA (SF) SURF TYPE RUNOFF C DMAxC B IMP 109 2:1 MAX ?� 500.1 10,454 PERVIOUS 0.1 1,045 _- `. SOIL MEDIA / 500.2 5,736 IMPERVIOUS 1.0 5,736 85% MINERAL COMPONENT-CLASS A SANDY, SIZE FACTOR MIN. AREA PROP. AREA LOAM TOPSOIL (70-80% SAND, 15-20% SILT TOTAL 0.4 00 5-10% CLAY) 271 324 . :.,.:., 15% ORGANIC COMPONENT- 1" PEA GRAVEL NITROGEN STABILIZED COMPOST WATER QUALITY MANAGEMENT PLAN VARIES - 12" MIN.� LASS 2 8� LAYOUT (CALTRANS SPEC. 68-1.025) LOPE BOTTOM OF EXCAVATION AREA LD14-2603 TO DRAIN AT 1% TOWARD SUBDRAIN S')ps, o 3" DIA PERFORATED PVC 30 15 0 30 60 90 '►►'' CD CATCH BASIN PIPE (HOLES DOWN) PROVIDE v OUTLET PIPE CLEANOUT AT UPSTREAM END SC w SWS ENGINEERING, INC. ; ALE FEET CIVIL ENGINEERING • LAND PLANNING SURVEYING 0 OF SUBDRAIN, SLOPE ® 0.2� MIN GRAPHIC SCALE - WP. BIORETENTION BASIN N.T.S. 261 Autumn Drive, Suite 115 31045 Temecula Parkway, Suite 201 < o San Marcos,CA 92069 Temecula, CA 92592 Z o NOT TO SCALE P:760-744-0011 F:760-744-0046 P:951-296.3407 F:951-587-9451DATE Q FLE:Z%Pn a,%2 13%13-8am eymA-.rhweltrs .�-- c�0 FN.E:Z:Wrojxh12013�7SW9�PRODVtepoM\V1gMP,13013WOMP.O+q - /fGVN{Y i/1f/G 0/ /IGII�f/ftJ � WE Qfl{1I>l "7Vf1 E Mb O�t-W/ � /� Z ? � Contractor QA F Soh;'l V1TYOF T,MMAEMIAL4 1Ir t K: $ - cn - Horizontol � 0 W � MWD STANDARD 3-114 INCH BRASS DISK �zP %�' Plans Prepared Under Supervision Of z > o SD-6-19 IN TOP OF THE NW CORNER OF ,L; `-' m��,, w o v Inspector 10' WIDE CATCH Br4SlN LOCATED AT THE d No.59658 a z Z o .1z-31ao1s MICHAEL D. SCHWE17ZER Date t � PA14-0024 HIGHGATE SENIOR LIVING 2 CD WEST CORNER OF THE AU ROAD AND Vertical Date Completed MASTERS DRIVE 1014.96 (NAVD88) `PglF e,vi\- �� $1 ..;: ....,:::: PARCEL B OF LLA PA10-0328, PM 35481 1 M Z OF CAI. R.C.E. No. 59658 Expires 12-,�l-2015 %i PRECISE GRADING PLAN i cnNa HYDROLOGY MAP HIGHGATE LEGEND EXHIBIT A - PRE DEVELOPMENT HYDROLOGY MAP / / \ 100 NODES i Q100 = X.XX 100—YEAR FREQUENCY DISCHARGE CFS _ Tc = X.XX MIN. TIME OF CONCENTRATION AREA PROPERTY LINE MAJOR BASIN BOUNDARY / / SUBBASIN BOUNDARY -------s--• FLOW PATH 10 1 M r — all1' I T - - WINI / y- i = =- _- =-� o Sp ♦ -moo �,,, _ 103 oV 04 ow ZZ J ref 0 t .00 100 1125 0.3AC. t 105 - o o f` . 9. MIN._,' 3 A = 0. 7U'AC. �,� �.. — NN 1 ■■ i t \ - 42 /f / 35 �YO 411 02 ,�; �.. .. 1 fN�N. Q1 fI0 = 2.3 CFI Tc =, 10.2 MIN. 00 f ,`� \ '., — ; ' A - 0.4A'C 1 Lj S \ \ I VIA LOS COLINA - w\ j 30 15 0 30 60 90 SRO SCALE IN FEET GRAPHIC SCALE .01 f - SWS ENGINEERING INC. CIVIL ENGINEERING• LAND PLANNING* DEVELOPMENT♦ SURVEYING / 0.1 / 41951 Remington Avenue , Suite 110 i I Temecula California 92590 P : 951 2 9 6 - 3 4 0 7 F : 951 5 8 7 - 9 4 5 1 J / / DATE:MAR 05,15 7:42Am sY:mKEscHwErrzER FILE Z PI -043TROD�REPORTS\HYDROLOGY\13-043EXISTING.DWG HYDROLOGY MAP HIGHGATE LEGEND EXHIBIT B - POST DEVELOPMENT HYDROLOGY MAP _ \ 100 NODES f 0100 = X.XX CFS 0-YEAR FREQUENCY DISCHARGE TC = X.XX MIN. TIME OF CONCENTRATION A = X.XX AC, AREA OP - PROPERTY LINE MAJOR BASIN BOUNDARY GP � 00 � \ j _ 3 i G0 i r � �, Q100 - ri. SUBBASIN BOUNDARY RG CURB Nk� = EX i1 rr_ l� oQ A = :LDS-r ----�.-- FLOW PATH \` G5 1r ! �_ __ �� SD STORM DRAIN PIPE 100 M� _ _ -- -�f� -_- l \�� 1 R3 STORM DRAIN CATCH BASIN 1110 201 , g GF5 _ —.:_��- j j� � — — — — TOTAL Q100 11.3 CFS IN• Q _� ,'�� - -= - ORE ENTION—BASIN �_00 77, Cu r r �_ �...•—► �i A -0.23 AC `1'ti- ♦ O .20 STORM DRAIN DA TA flIV � .�• 3 - SYM DELTA/BRG. RADIUS LENGTH DESCRIPTION 0 = 0.2 CFS , — -- - - .-rl r-- - 1 - Q 1 _ z BIORETEN TION BASIN 10 9 _ , tl '�� - � � S17�852E 180.04 12 HDPE 01% rr rc 5. o MiN. - - _ �- - Q _ - 2 N00'00 00 E 111.16 12 HDPE 01 - � - 310 - BUILD NG - } _ A 0.D A 0 / y 32=A C. 03 N90 00 00 E 10.21 10 HDPE ® 2% i i 110 b _ _ r i s _ — 1 ___�� - , � � > - _ . _ y.,�� � �] � ` + 1,25 ® N5035'13'E 66.05' 12" HDPE 019 _- N4214J 45tl W - 91.85' 10" HDPE ® 2.7% } © N46ro9 41 W 11.16 10 HDPE ® 1Z I 1 t` Q7 N22 39 42 W - 12.31 120 HDPE ® 21- " 1 0/ C. -- - - - - _. .,. ® S22 3942 E - 7.80 12 HDPE ® 29 06 Li _ ,- 9 S73'3810 W 50.93 12 HDPE 059 i '- _ 4 11 10 N 14�5 24 W 48.44 12 HDPE ® 209 1 i - ,2 - 0 � . 30 11 S7 46 30 W 163.46 12 HDPE 019 Ix.y 1�309 . _ � , I - , B/ORETENTION BASIN , s -:_,~ -�_. _ lI - - / III _ __i E _ -•-. ) - _ — � _ - � � 12 S82'13 30 E 11.08 10 HDPE ® 39 I _ 0 _ 13 N90 00 00 E 76.34 10 HDPE ® 29 i - 1 _ 105 _ 16, , � 1 A, - ,..., .: . ._ _ . I ' � 14 S3T04 31 E 23.56 4 PVC 0129 _ 7 ,q - I00 I I --v i • ' . -. � � �� � .. }-.. i N1415 03 W 100.63 18 HDPE 00.37% . {{ i - .. _ I 401 - I1 � 1 � I - - 35 —a_ __ .. ::. -i •' >3- - .-.=a-. a -_ - -.— > _ ,_>. _- __. _--_ _ - 05 BUILDING _ - 101 L ..v _ t . _ - •.z -<. I AC. (A 0.5& _ is AC.= - _.--, i O .,-,:._ -..---v _ -y--.- .._.- ^_.._<...-...- ._ __:_._, _ __.-.. k... _ --... z. tom• - _ - _ _ } � x - -; 4 0 SWS } ` - B/ORETENTION BASIN VIA LAS COLINAS 30 15 0 30 60 90 - L SCALE T GRAPHIC SCALE - - SAWS ENGINEERING INC. . . . . . 1 CIVIL ENGINEERING • LAND PLANNING • SURVEYING 31045 Temecula Parkway, Suite 201 261 Autumn Drive, Suite 115 Temecula, CA 92592 San Marcos, CA 92069 j P: 951-296-3407 F: 951-587-9451 P: 760-744-0011 F: 760-744-0046 DATE: Mar 05, 15 7:43am by:mike.schweitzer i' FILE:Z:\Projects\2013\13-043\PROD\Reports\Hydrology\13-043DEVELOPED.dwg