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HomeMy WebLinkAboutTract Map 36862 Gateway Hydrology & Hydraulic Study � HYD R�L��Y AN a HYDRAU L�CS STU aY F�R PA'� �`�?�7 � �ATEV1�'AY T[� TE M E�U LA �� ����2 Ci� oF TEnnEcu�A CAL�F�RNIA PRFPAREfl F�R: B�P �IL SERV�CES, INC. � PACYFIC REAL ESTATE, LLC. 8S��AK VALLEY PKWY BEAUMQNT, CA 92223 �714� ?'!9-s�oo• FAx{509� 833�7964 PREPARED BY: �--� Engineering & Cansniting, Inc� �- 362G3 CALLE DE LOB❑ �IlllRR�ETA, CA 92552 �95'�} 304-9552• FAx�95'�} 304-3558 ❑A TE PREPA RED: MAv 9, 20�s � - � _� HYDRQLUGY AND HYDRAULICS STUDY FUR GATEWAY T� TEMECULA CxTY aF TEME�ULA, CALIFURNIA � - - - -- -- - - - - - - -- - - - - . , ThEs report has been prepared by or under the direc#ion of the tallowing regis�ered ci�i! engineer�who attests to fhe technicaf �nformation �onta�ned herein. The reg�stered ci�il engineer has a�so judged the qualifications of any technical spe�ialists prv�iding engineering data upon which recommendations, conclusions, and decisions are based. �a Q�o��ss�v,�t :���4�L CA�r����� � � 9 � m � NO.59835 EXP. 1213�117 �- � � �qrF�F 1�I.1����P ������'�� �11�81��16 Joseph L. Castaneda RCE 59835 Date 5ea[ Registered Ci�il Engineer � ___�.�..�._._...___...�..�.----.------.-----..---------------...----�-----------_..�._...._.._._---.__---.____...�---.--_-------_._....�_.__--._..__.�_�..._____.--_._____.._______.._.---___.__ ���E�6i�.^i•e,eri���iis9lt��s,[r�, _ �r O:1132.29.141EngineeringlHydralogy_PIanlRepartsWydra Report-1a1916.doex HYDR�LUGY AND HYDRAULICS STLTDY FUR GATEWAY TU TEMECULA CITY �F TEMECULA, GALYFURNIA � - - - - - - - - - - - TABLE �F ��NTENTS I. INTR�DLJCTION.................................................................................................. 'I xX. PR�JECT 51TE AN� ❑RAiNAGE AREA DVERVIEW................................................. '� III. HYDROL�GY ANALYSlS....................................................�................................. 1 IV. HYDRAULIC ANALYSIS.........................������a������f����������������a����������f���������f���������• 2 V. WATER QUALITY...................................�...............,........................................... � �I. CDNCLLJ5i0NS.�................................................................................................. 9 VII. REFERENCES ........................................................................................�........... 9 FIGL�RES FIGURE 1: VICINITY MAP APPEND�CES ARPENDIx A: Ex15TlNG CQNDITlON OFFSITE RATIDNAL METHDD HYDR�L�GY �-- ANALY515 APPENDIX A.'!: AREA A- 1�0-YEAR ANALYSlS APPENDIX A.2: AREA B—'1��-YEAR ANALY515 APPEND[X B: P�ST-PRDJECT C�NDITI�N �NSlTE RATI�NAL 1�IETH00 HYORQLDGY ANALYS�S APPEND[X B.'1: AREA A— 1��-YEAR ANAtYSIS APPENDIx C: HYDRAULIC STDRM ❑RAYN ANALYSlS APPENDIX �.'i: CATCH BASIN SfZING CALCULATI�NS APPEN�IX C.2: ❑R�P INLET CALCULATf�NS APPENDIX C.3: E7Ci5TfNG 24" CMP FRICTIDN Sl.�PE CALCULATIDNS APPENDIX C.4: L�NE "A" VIIATER SURFACE PROFILE GRADIENT CALCIJLATIDNS--ENTIRE SYSTEM APPENDIX C.S: LATERA�"A3"VIJATER SURFACE PRDFILE GRADIENT GALCULATIaNS APPENDIX C.6: C�NNECT�R PtPE"A3-C" 1NATER SURFACE PR�FILE GRADIENT �ALCU LATI4N5 APPEND�X C.7: ST�RM I]RAIN SIZING CALCULATIDNS—FRICTI�N SL�PE ANALYSES APPENDIX C.B: STDRM DRAIN STATIDN PLAN AND CALCULATIDN EQUIVAI.ENCE SPREADSHEET APPENDIX C.9: ❑RAINAGE SYSTEM 1 Q `I�IATER SURFACE PRDFILE GRADiENT �� �ALCULATI4NS J .�.-------.___..____..__..._.�..._�_.....------�---------------�----_._�_..._._._.___...�..----_.._�.------.__.__..�._._...�_.____-----�----------.._..__�._._.__.____..._ ------�-----....___..___.�.....--------� ���Ea���asaiti� ,[u� ��6 E E �:1132.29.I41Engineeringli-Iydrolagy_P1anlReportslHydrv Report-1�1416.dacx �- HYDR�LUGY AND HYDRAULICS STUDY FUR GATEWAY TU TEMECITLA C�TY �F TEMECULA, CALIF�RNIA � --- - - -- - - - - - - - APPENDIX C.'[D: LINE "A" 1NATER SURFAGE PRaFILE GRADIENT CALCULATIDNS—ENTIRE SYSTEM INTERGEPTING 3�.G FT3IS UPSTREAM �ND BYPASS FL�Vti15} APPEND�X D: �IVATER QUALITY ANALYSIS APPENDIX D.1: 85TH PERCENTILE RAINFALL MAP APPENDlX D.�: BMP DE51GN V�LUME FQR SANTA MARGARITA 1NATERSHED APPENDfX D.3: BMP ❑ESiGN FLOW RATE F�R SANTA MARGARITA 11VATERSHED APPENDIX D.4: BiQRETENT[QN FACILITY—❑E51GN PR�CEDLJRE SPREADSHEETS FOR IRREGUL.AR SHAPED FACILfTlES APPENDIX D.S: MS4 ❑1SCHARGES WiTHIN THE C�ASTAL UIJATERSHEDS�F LD5 ANGERES C�UNTY�RDER NO. R4-2��2-D'�75, NPDES No. cAsoo400� ATTACHMENT H: Bt�RETENTIQN I B14FILTRAT[DN DESIGN CRITERIA EXCERPTS EXCERPT A: SHEETS FRqM THE PRDJECT PLANS FDR CDNSTRUCTI�N ON STATE HIGHVIIAY 79 SOLJTH �SR79} IN R�VER5IDE CQUNTY, 1N TEMECUL.A�N RDUTE 79 FR�M Q.'I MILE EAST�F I-'�5 AND R�UTE 79 BRIDGE �VERCRQSSING, C�NTRACT N4. 3��504, MAv '[99� EX�ERPT B: SHEETS FRDM STREET �MPRQVEMENT PLAN "A" STREET, PM 2159�� BEDF�RD C�URT�DRAINAGE �MPR�VEMENT PLAN} �� ExHig�Ts EXHIBIT A: �FFSITE HYDRDLDGY MAP EXHIBiT B: Posr-PRaJECT C�NDITION ON51TE RATIaNAL METH�❑ HYDR�L�GY MAP EXH f BIT C: ❑RAINAGE FACILIT�ES MAP EXHIBET D; HYaR�L�GIC S�ILS MAP E�H1BfT E: RAINFALL MAPS EXHIBIT F: SL�PE ❑F INTEN5ITY ❑URATI�N CURVES EXHIBIT G: PosT-PR�JECT �MPERVIDUS C�VER MAP EXH I B IT H: OVERALL VIIC�M P SITE PLAN � �.___�___---_...._---_..._.---.---___---__.._----- .__.._--�-------�...__.._...._�.__...__. ....___.._.�._.___..___....---_..__.....-----___...�_.._____...._____-.—���E�r i�et�szlti� ,[u, � E 6 � 0:1132.29.141EngincrringWydrology_P1anllteportsll-Iydro Report-1�19�6.da�x �. HYDR�LUGY AND HYDRAULICS STUDY FQR GATEWAY T� TEMECULA CITY UF TEMECULA, CALIF�RNIA � - - - -- -- - - - -- - - - I. INTR�aL1CTIQN The Gateway tv Temecula is proposing #o constru�t res#aurants, retail buildings, a gas stafiion and a fifness cenfer in the City of Temecula. The purpose of#his study is to de�ermine the proposed stvrm drain impro�ements required �o �on�ey the peak flow rates associated wi�h the �00-year storm e�en#�o the existing 4�" pipe located at Temecula Parkway. Addit�vnally, the p�o�ec� will defiermine the necessary #acilEties that wEli freat �he required water quaEity �alume for the project site. The scope of this repart inc[udes: ■ Determ�ne �he peak �QQ-year peak flow rates �or pos��project conditions �or #he offs��e and onsite areas using the Ri�erside �ounfiy Ffood �ontrol and Water Consei-vation District �RCFC & WCD} Ratiana[ Methvd. • Defermine the required s#orm drain impro�ements to ffaad protect #he sife. • ❑etermine the required Besf Managemen# Prac�ices (BMPs} that will be necessary to treat the required water quality �vlume generated by the project site. • Preparation of a hydro�agy and hydr�au�ic repor�, which cons�sts of hydrological and ana�ytical results and exhibits. 11. PRDJECT 5lTE AND DRAINAGE �VERVIEW �� The Ga�ewa to Temecula i r y s p vposing �o construc# restaurants, reta�l buiEd�ngs, a gas stativn and a #itness center in #he City of Temecula. The proje�t site is roughly baunded by TemeGu[a Parkway to �he south west, Hope Lutheran Church to the north west, Valle�o A�enue ta the narth east, and La Paz 5fireefi to the sauth east. The prvjecf si�e is lacated in 5ect�ons '[3 and 'i 8 of Township 8 5ou�h, Range 2 VVest. The praject site wi�l construcf subsur€ace storm drain, biare�ention p�ante�s, a bivtreatment swale, and susbsurface systems ta cvllect and co�ey runafF generated �rom the onsite and ofFsi#e areas. The projec� si�e current�y d�-ains to an existing 4�rr RCP lo�ated at Temecula Parkway and Bedford �ourt. The project site wEll mimic these existing drainage patterns and con�ey al! �lows tv fh�s existing s#orm drain system. Flaws are tribu�ary to the prvject s��e �ia an existing 24" CIVIP traversing Va[lejo A�enue, and an existin� iow paint located on Vallejv Avenue. Sform Drain will extend to bo�h focations to inte�cept �Iows tributary to the pro�ec� boundary. I�I. HYDRDL�GY ANALY5IS The RCFC & WIICD Hydrology Manual �Reference �} was used to deve�ap the hydrofogica� parameters �or the rational method. The ca�culations were perFormed using the computer program de�e[oped by Ci�i� CaddlCi�if Design. ( `� ....��..�...___._�..__.__.._�..�.�.._�._...__.___.�__..._�_�..__.___._�__..�,.____.�__._._�._.�._�.__._._.�____w_�._...__.__.__.. _ _... �..__._..��..�.__�._.____..__ � ���r�� �x�t�eeri�� c:assttl�S,I�c� �-�.. a:1132.Z9.14�nginceringlHydraIogy AtanlRepartsli-Iydro Repvrt-10191fi.dvcx 1 . HYDRULUGY A.ND HYDRAULICS STUDY FUR GATEWAY T� TEMECULA CITY �F TEMECULA, CALIF�RNIA � ;' - -- - - - - - - - - The exisfing soil types are 5oi�s C and D, and �s shown in Exhibit D. Exhib�� D is a Hydralvg�c 5oifs Map which was obta�ned from the United Sta�es Department of Agricu�ture, Nafural Resources Conservation Service �NRCS} VllebSv�l Survey. The follvwing rainfal� depths (in inches} were util�zed En fhe hydrolagy analyses, which were abtained from the RCFC & VIIC❑ Hydralagy Manual's Isohyeta[ Maps: Stvrm Even� aurati�n '�-hour 2-Year �.58 ��0-Year 1.3D The slope �a1ue used fo� the rativnal method �alue �s �.5�. The rainfall maps ha�e been included Exhibit E, and the slope of infensity duration curves ha�e been included as Exhi�it F. The tributary vffsifie areas A and B were analyzed as 1 a�re single family residentiaf land use with a pervious f�acfion of �.84. The onsi�e area was analyzed as commerciaf land use with a per�ivus �racfion of 0.9D. The offsite hydrolagy analyses determined that a to�al vf 3D.6 f�31s is tribu�ary fio the � proje�t boundaty from the offsite Area "A". The hydraulic analyses of the existing 24" -- CMP pipe (see Sectivn IV far discussion} determined that only 2�.D ft31s of the to�al 3�.6 ft31s tributary to the project boundary cauld be con�eyed through fhe existing 24" CMP. The remaining 'I0.6 ft31s would flow to the [vw point a[ong Vallejo Avenue. The tvtal flow rate of 3D.5 �#31s was accounted for at Node �08 of the ons�fe hydrology analyses, howe�er, for the hydraulic analyses, '�D.6 �t�ls was subtracted from the Line A sys#em be�lween Lateral A3 and #he existing �4" CMP, and �D.6 ft3ls was added to the LateraE A3 s�arm drain. Downstream of Latera[ A3, �he �vfa[ flvw rate was u�ilized. In the ultimate condition, More discussion on the hydraulics ofthe storm drain sysfem are dis�ussed in the fo�lowing sect3on. The hydrolagy ana�yses was di�ided into two calculations; ane cafculativn for the area tribufary to node 136, and one caiculafiion �or the area tribufary to nade '�31. The offsite hydrology analyses has been in�luded in Appendix A, and the offsite hydrology map has been included as Exhibit A. The onsite hydrofogy analyses has been included in Appendix B, and fhe ons�#e hydrology map has been included as Exhibit B. 1V. HYORAULIC ANALYSIS The proposed project wifl incorporate subsurface storm drain fo convey the tributary offsite and onsite flows to the existing downstream terminus of#he prajec� site, which �' .___,.�...__---,__-_____.______.._.____�._�._��.��..�_�.__�...__�.._________�-_�-_______.____.__.__--.M._...�...__.�__.____.__.,� ._� ___._�._..___�...��. ���E��CeAsulf��S,i�c, ��.. Q:1132.24.14�EngineeringlHydrology_A1anlReportslFiydro Report-fD1916.doex � HYDRUL�GY AND HYDRAULICS STUDY F�R GATEWAY TU TEMECULA �CITY �F TEMECULA, CALIF�RNIA � is an exis�ing 42" sform drain tra�ersing Temecu[a Parkway. The existin 42" storm . 9 drain has a design flow rate of 6?.� ft31s upsfream of❑rainage System 'I n �at Junction A'I} and a design flow rate of 86.7 ft31s downsfream of Junc#ion A't. The project si#e has a total tributary flaw rate (inc�uding #he vffsite area} of �2,6 f�31s upstream of Junctivn A'! and a fotal tr�butary flow rate of 8Q.8 ft31s dvwnsfream of JunctEon A'i, the�efore the pro�ect sife wif� not ad�ersely impac� the exisfing s�orm drain sys�em. Exceprt A includes shee#s for the Sfiorm Drain Plans for fhe existing 4�" starm drain. The projeGt site wi�l also connect#o #he existing Dr�ainage 5ystem �0 within Temecufa Parkway, which is a 24"—27" RCP system. Ffows from Biorefiention Planters A7, A8, and A9 wiil discharge in#v Drainage 5ystem 1� at two Ivcatians, and relvcate an exis#ing cafch basin in Temecula Parkway. The existing catch basin vuill connec# direcfiy fo#he Line A system rafher than Drainage System 1 Q, as i�does in the existing candition. ��fsite flows are con�eyed �ia an exis#ing 24" CMP Storm Drain that tra�erses Vallejv Avenue. The ofFsite hydrology tributary #o the �4" CMP indicates a peak '1��-year flvw rate of 3q.fi ft31s. Howe�er, fhe starm drain system �s currently undersfzed. Based upon the maximum allowable pvnded depth ups#�eam of fhe cul�erf vt approximafe�y 4.5 feef, and a frictian slope analysis (inc�uded in Appendix C}, fhe maximum allowable flvw rate through the exist�ng �4" CMP Storm Drain befare flows will overtop and ffow to the low-point south east of the cul�ert on Va�lejv A�enue is approx�mately 20 ft31s. Therefare, the remaining ��.6 ft�ls wilE o�ertop ta the fow pvint � � r� -- on Vaile�o A�enue. Hawe�er, the exis��ng �4 CMP is being upsized within the Vallejo Avenue right-o�F way fvr a future date when the entirety o� the storm drain wifl be upsized. 5in�e a portion of the �4" CMP is within pri�a�e property, the storm drain will be upsized up to the right-of-way and conne�� to �he existing 24" CMP. ln order to ensure fihat the hydraulics woufd nvt be impacted for Line A shaufd the entire 3�.G ft�ls were to be intercepted, a second model for Line A was performed assuming the 3�.6 ft31s was intercepted in its enfi�ety, and the#fows with�n La#eral A�3 were redu�ed to reflect oniy the tributary�fows generated by Vallejo A�enue and the tribufary o�fsite flows. Latera! A-3 was analyzed for the condi�Eon in wh�ch the flaws from the existing 24" CNf P woufd o�ertop, as fhis is the mvst conservati�e conditian for Lateral A-3. The existing storm drain tra�ersing H�ghvuay 79 into the project sife was analyzed ta determine ��the project would ad�erseEy impac�the existing storm drain system. The sysfem cons�sts of a 42" RCP extending fr�m just easf of Intersfate 'i� ta the exis#ing catch basins focated on Bedford Court just south of fhe Highway 79 interse�tion. ThEs po�#ian vf the storm drain was cvnstructed as part o� the P.M. No. 21592 Street Impro�ement Plans, and has been in�luded in Excerpt B. Canne�ting to the existing 42" is ano�her 42" storm drain that extends jus� sou�h vf Highway 79 and Bedford Cour# infersection ta narth east vf Highway 79 onto #he pro�ect site rrvhere the stvrm drain connects #� an exisfing headwall. This portion vf fhe storm drain was constructed as part of the Project Plans for Construcfion on State Highway 79 5�uth � �.____...�..__�,._._._�.___._ __._.___�___._�_�..�._,___._.._.__.__.___.____. _�.___.��.___.._�.��._.�______ . �.. �...�.�._..__.__��...._.�._. ���E��CSxSeit�E��t�e� �.._=.-_ fl:l[32.24.141EnginccringlHydrology_P1anlReportsli-Iydm Report-1Ql9lG.docx ��... 3 HYDRULUGY AND HYI]RALTLICS STUDY FUR GATEWAY T� TEMECULA C�TY UF TEMECIILA, CALIFURNIA �� __..____._�_,.�_��.__...'--�____�_____w�..�__�:_.____�._�______--__..___.__�._u__...�.__:._.__ �.__�.__�..___.___�______�._�_.__.��.__�._._.__.._.__�_.�._.._...r_...._.__.. , , (SR79} �ncluded in Excerpt A. The pro�ec� wi�l connect ta the upsfream end af the exis�ing 42" storm drain, which will d�scharge offsite �lows emanating from the norfih of fhe project boundary, in addition to vnsite trea�ed flows. The station data for both of the exist�ng s�vrm drain systems did no� match, therefore a new s�ation naming con�enfian was created for the entire existing storm dra�n sys#ems. The new s�ations and plan equi�alents have heen summarized in Appendix C. A station equation was included afi s#atinn 15+79.74 tha# was equiva�ent to the sfation of the system on the pfans of '11+95.�4. The proposed onsite storm drain cvnnects to the existing storm drain system a# station �1+95.64. The upstream flow rafes for the tributary ofFsife area and onsite area were determined by the proposed cvndition hydrology analyses. The flow ra�es downstream of fhe project site we�-e determined by directly add�ng �he lafera� f�ow rates shvwn on the Project P�ans fvr Constru�tion on S#ate Highway 79 Sau�h (SR79}, with the exception of the flows at station 13+86.43 �plan sfation �o+0�.�9}. Since the upstream �low ra�e on �he pfans show a Q��D of 86.7 f�31s and a downstream flow rate for the exisfing 4�" RCP af 96.4 f�31s, this difFerence of 9.7 ft31s was utilized in fhe hydraulic analyses. The P.M. No. 2'I59� Streefi Impro�ement P[ans show flow rates for fhe laterals of 5.67 ft�ls and 32.90 �#31s. A rati❑ was determined for each �atera�, and this ra�io vuas muifiipEied �y the �.? ft�ls to de#ermine the ��o►nr rate for each laferal. The resu�ting flow rates utilized in the model were 'I.4 ft�ls and 8.3 ft31s, respecfii��ly. Since the flvw rates for the existing 42" storm dr�ain downsfream o� these late�als difFered between the two plan se#s, �his methodology � had �o be uti�ized to dete�mine an accurate flow rate. Based upon the hydraulic analyses and the Water Surface Profile Gradient Program resulfs, the pro�ect wifl not adversefy impact the existing stvrm drain system. Vllater SurFace Pr�ofile Gradient Program calcu(a#ions were perFormed for Dra�nage System 'I� to demonstrate that the project�Iot+vs connecting to the system would not adversefy impac# the existing hydraufics of fhe starm drain. The starting water surface ele�ation far the sysfem was obtained from the Line A �Illater SurFace P�ofile Gradienf program calculati�ns. To determine the flaw rate with�n the D�ainage 5ys#em 1�, the flow rate upstream of the existing Catch Basin connecfEon �statian 'I0+25.79} ►nras added to the flows a� node 131 from the onsi#e area #a determine the flow rate within the system. The �flows utilized in the Line A ana[yses fvr Drainage System 10 is 18.'I 5 ft31s, which is '�4.6� f�31s plus 3.55 ft31s. The Lateral A3 storm drain system was analyzed using the VIISPG program. The downs#ream wa#er surface ele�at�on was ❑b�ained �rom the L�ne A VIISPG analysis. The Lateral A3 system had several constraints in defiermining the in�erk ele�ations, as discussed �elow: • Lateral A3 crossed a praposed sewer line easter�y o�the proposed gas station. The sewer has a bot�om in�ert efe�ation of ���1.4g. In order� to pr�o�ide fihe minimum '�' o�F co�er be�nreen the �n�e�t of�he sewer and �he tap of�he stvrm drain, �he storm d�ain s sfem had to utilize a 4.5°Io slope. � ___.._�._..._�__�.._.._.._�..____,._�.._____w.�_.__.�_______._.�_____..___..__�___.__.�..__.___�.___...�_._�_.__._�. __ _.�_.��..��._�..___...__ ����e��a�r�ee�~r�Ceas�iti��,[�c, ��;r �... 0:1132.29.�41EngineeringlfIydrology_PIanlReportslHydro Report-10l915.dvcx 4 HYDR�L�GY A.ND HYDRAULICS STi7DY FUR GATEWAY T� TEMECULA CITY �F TEMECLTLA, CALIFURNIA �� _� _ ___�.�._.___�___________..w.___..______. ____._.__�..�_._.___�.______.________� ��___��__.__.___..._�__ _.._____.__._�._.___�..__________.____�.__._ ' • Cannector Pipe A3-A cvllects flaws from Bioretentivn P�anter A6, which has an in�ert efe�afivn of 'i�'��.�0 and a flow line e[e�ation �vr the outlet atrium pipe af 1015.5D. Therefore, the �DO-year wate�- surface elevation a� fhe upstream end of CP A3-A could not exceed this e�e�a#�on otherwise fhe system would not funct�on. Fr'tction slope calculations ha�e been prv�ided for the system to demonstrafe tha�the sys#em functions. ■ La�eraf A3 must cross under a propased wafl at fhe project boundary, there�ore minimum s�vpes were util�zed fo pro�ide co�er. The onsite storm drain sysfiems connecting to Line A and Laferal A3 were sized using fr�ctian slope calculations, howe�er, Laterals A5, A8 and A9 did no# ha�e calculations performed due fio the small flaw rates and steep slopes ofthe starm drain. The�IIISPG �alcu�ations and friction slope anafyses ha�e been included in Appendix C. The onsite and vffsite inlets were sized us�ng e�the� narmal depth calculatians ❑r weir equat�ons, depending on the s�ruc#ure. The onsite catch bas�ns were sized using nvrma[ depth calculations. The majority of the onsite ca�ch basins �ncorporated gutter depressions, excepfi for Catch 8asin 8. Ca�ch Basin 8 is located in a low�point, and daes not r�equire a gutter depression to intercept the tribu�ary�fows. Cafch Basins 'I2 and 13 wi�l incorpvrate modified gutter depressions due to the Ioca�ion of the catch basins. �_� - The drop �nlets and atr�um pipes were sized using the weir equation. The atrium drains utilized the circumference o� �he 6" PVC d�ain as the weir �ength, and a maximum ponded depth of�.5 feet abv�e the rim of the PVC drain. The drvp inle�s utFlized �arying [eng�hs for the weirs and heights, depending on �he location of #he inlefi and the contro[l�ng parameters. The fable be�aw summarizes the drop inlet calculafions, which utili�ed fihe weir equation of Q � CLH31�to sa[�e for�he required weir length: �. �_______�.__...__.._____��___.�_____.____.______m__.__.�_..�_�..�.w..___.__._._.___._v�.�_.._...___�__�.________W ��_�.._.�..�._.. ���E��iaeer3��[[iAselt�is.(�c, ��. �:1132.29,141EngineeringlHydrology_PlanlReportslHydm Rcport-1019[6.docx 5 HYDR�LUGY AND HYDRAULICS STUDY FUR GATEWAY T� TEMECLTLA CITY aF TEMECULA, CAL�FURNIA � - -- - - - - - - � , Total Tributary �pening Line ���o Max. H Min. L Length Inlet ILa#eral ft31s ft ft ft In�et T e 'I Lat A-3 13.57 1 4.85 5 Mvdified CB 'i 1� 3 CP A3-B 3.59 �.5 3.63 4 Modified CB 'i 1� 4 CP A3-A 'I.46 D.5 '�.47 'i.57 Atrium 5 CP A1�A2 '[.58 �.5 'I.60 2.4�67 STD CB "i'10 6 LAT A'!-A �.82 0.5 0.83 1.�7 Atrium 7 GP A'(-A'I �.'1� 0.5 '!.�6 '1.�7 Atrium 9 LAT A��A 4.3� D.5 4.36 4.5 Mod ified CB 1'1� 10 LAT A6 0.�4 D.�G7 �.73 1.57 Afrium �6 LAT A8 D.34 D.5 �.34 1.�7 Afrium LAT A'I-B 17 R4 �.13 0.75 'I.'I 7 2.4167 STD CB 1'!� LAT A'I-B �8 R3 O.B� �.7� 0.34 2 Modified CB 3�0 �0 LAT A7 0.7 D.5 �.71 'i.57 Atrium The sizing calculations ha�e been included in Appendix C, �� V. WarER C�uau�rr The proposed project incorpo�a#es 6 bivretentian plan#ers and 4 Biotreatment and SubsurFace Systems that wi�f be ut�lized �� treat #he required volume �For wa#er quality purpases. The required water quality �vlume {VBMp} for each area was determined using the Santa Margarita V1la#ershed BMP Design Volume, VgMP spreadsheefi. The effe�ti�e impervious fractions were determined using the foflowing ratios: Ca�er Imperviaus Fra�tion Ro vf 'i.0 Concrete 1.0 . Sidewalks . As hal# �.� Landsca in Q.'€ The o�erall project site has 2.24 acres o� landscaped area, and the remaining area being impervious area. The porous pa�er areas were nat analyzed as pervious area ( ; _�__�....__.�.__�..._�..__._�.__..___�._..�.�..__.__..�___._____.�.._�.�....�.�__.�.�___._.�_..�.�.�.._______�.__._�__. . _�.. __. _�..�__,_.�_�. �J �������� Er�ineerlx�t[enselti�S,[�c, �=.. 0:1132.29,141EngineeringlI-iydrology P�an�ReportslHydrv Report-10I9lfi.do�x 6 HYDRUL�GY AND HYDRALTLICS STUDY FUR GATEWAY T� TEMEGLTLA CITY �F TEMECULA, CALIFURNIA �, ;' in order to be conservative,N and to allow fior changes in pvrous pa�er areas#hroughvut the design phases. The resulfing weighted impervious fra�tian for the prvjec� site using 0.'! for fhe pervivus areas (2.24 acres} and 1.� for #he impervious areas �6.6'I acres} results in a �alue of D.78. This was utilized for the wa�er quali#y ❑CV ca�culafions. The volume vf fhe subsurface system was determined by calcu�a�ing the available storage �olume per linear fvot of subsurFace system. The systems will utili�e 3D" diameter p�p�s surrounded by 1 foot of gra�el on the top and sides. Using a Woid ra�i❑ of �.4 for the gra�el area, the resu[ting area is 9.�2 �fi2, which results in 9.22 ft3 per [inear foot. Subsurface sysfem A1 has a fofial vf four rows that are 2�2 linear feet, resu[ting in a total a�F 808 linear �eet. This prv�ides 7,45Q ft3 vf sfivrage. 5ubsurfa�e system A2 has a tvtal vf fhree raws that are 92 linear feef, resufting in a total of 276 linear feet. This pro�ides 2,545 f�3 of stvrage. The subsur�ace systems will pro�ide sufficienfi vo�ume for fhe required water quality �o�ume. The fahfe be�vw summarizes the water quality �olume and the vofume pro�ided within the subsurface systems: DMA V6MP Vofume Pro�ided A'� ?,4'14 ft3 7,�54 f�3 A2 2,�25 ft3 2,545 ft3 The Biore#ent�on Planters were sized usin� a modified Biore#entian Faci[ity — ❑esign � Procedure spreadsheet, which was creafed for irregular shaped facilities. The -�� Bivreten#ion Facility spreadsheets inc�uded in #he LID manual are for rectangular shaped faci�ities. The proposed Biaretention P�anters as part af fihis project a�e irregular shaped, therefore these spreadshee�s cannot be u�ilized. For irregular shaped B�vreten�ion Plan�ers, fhe spreadsheets were modifed so fhat �he hottom sur�ace area of the bioretention planter could be manually entered, and an efFecfive depth is calcula�ed based upvn the bottom sur�ace area, dep�h of soil medEa, and �olume abv�e the soil media. The effecfi�e sfiorage �olume is the sum of the �olume sfvred within the soil media and the�olume s#vred abo�e the soil media. The e�fecti�e depth is fihen ca[culated by di�iding fhe effecfi�e storage �olume by the proposed bottom surface area. The minimum required surFace area is then �alcu[ated by dividing #he required BMP Design Volume �VeMP} by the effective dep#h. The following � table summari�es the Bi�retentivn Planter sizing: �� ...___..._._____.._�___.�._.__�..____.._.._.�..___..____._�._.___.__.____.,_____�__.___._�.__.�.__._._..____�____..__�._..__ _ ______ .____..______._.. ������t:.s�ttt��,t,�, �:f- Q:I132.29.141EnginecringlHydralogy_PlanlReportslfiydro Repvrt-1�I9lG.dflcx 7 HYDR�LUGY AND HYDRAULICS STUDY FUR GATEWAY TU TEMECULA � CITY aF TEMECULA, CALIFDRNIA � - - - - - - -- - - Bioreten�ion Planter Summary Tab�e Minimum Proposed DMA Bot#om Bottom Area1BMP Tributary Tributary VBMP Surface Area Surface Ar�a ED Area s . ft. Area AC cu, ft. s . f�. s , ft. A3 '12,�31 �.29 61'i 34D 52Q A5 36,951 0.85 'i 79D 995 'i,�52 As 'I 3,92D 0.32 574 375 434 A7 'I2,699 �.29 6'i 1 340 475 A8 8,68� O.�D 421 234 35� A9 �6,120 �.37 779 433 536 Based upon fhe Biorefention Planter surface areas and spreadsheets, the p[anters ha�e suffcient area and �vlume to treat fhe required water qua�ity �olume generated by the projec# site. DNfA A4 will imp�ement a biotreatment swaie and subsur�ace system that wi�l function together� to pro�ide water quality treatment and s#orage �or the water quafi�y �vlume. These systems, when combined, form a treatment frain in which the flows are biotreated through fhe filter media, and then stored subsurface. The subsurface � sys#em wili pro�ide suffcient starage ta store the en#�re water ua[it valume, outlet#in q Y 9 a smaf I flow rafe �ia vrifice holes or other restricfiive de�ices. Flows in excess of the required water quality�olume wi�l o�ertop#he out�ef structure af the subsurFace system and �he biofil#er svuale and be con�eyed directly to the ansi#e s#vrm drain system. In addition fia fhe Vann�, the C�sMP �or DMA A4 was determined using the Santa Margarita Watershed 6MP Design Flaw Rate Spreadsheet. The B�ofilter Swale was sized by first determ�ning the QBMP for the tributary area. A flow rate was then camputed tor the Biofilter Swafe using a soil f I�ratian ra�e of '1� inlhr which was obfiained from the MS4 Discharges within the Coasta[ Wlla#ersheds af Los Angeles County, �rder Na. R4-2Q1�-�17'�, NPDES No. CA5�D4D0'1, Attachmenfi H. Bivretention 1 Biofiltration Design CriterEa. This document states that Biore�ention BMPs shall he designed ta accommodate #he minimum design fiow at a surface loading rate of 5 inches per hour and no grea�er fihan �� inches per hvur. This reference has been inc�uded in Appendix 6. The fol�vwing fvrmula was used fo compufe the equi�alent flvw rate through the soil media: C�soi� _ �2 inlhr� '1 hr136�� s � � ftl�2 in * Surface Area (ft�} The following tab[e summarizes the C�S�1L for the three prvposed Biotrea�ment 5wa[es: �� �.___._______--__�.���._._.�__.�_�..__.._---�____._.__�..�._.._____--___..�.�...�__.�..�..___.. �._..__._.��_,___A__..�.____. . .�..._�._____.�.._�...___µ_ ���£i�C��s�iti�s,i�c, ��. ❑;1132.?4.141EngineeringlHydralogy_PianlReportslHydro Report-lDl9l5.docx S HYDR�LUGY AND HYDR.AiTLICS STUDY F�R GATE'WAY TU TEME�iTLA CITY UF TEMECULA, CALIF�RNIA � - - - - - - - - - - , Biofilter Bottom Resulting QBMP 5wale Surface Area QSDIL �ft3IS} f�� A4 741.� 0.2�6 ft�ls D.'i ft31s The bottom surFace area af#he Bivfilte�Swale pro�ides suffcient area so fhat the QsMP can be til#rated through the soil media. A#ter #he water quafity flows are fil�ra�ed through the soil media, fhe �flows wi[f be stvred in a subsurface system. Sin�e the storage cannat be pro�ided wifh #he Bivfilter Swa[e, the water quality �olume will be stored within the subsurface systems which will consists �f pipes and gra�el. The �Iows wi[I be me#ered out slvwly thraugh an orifce or ather restric#i�e de�ice. Flaws in excess of the required wa#er qualify �vlume wil! o�ertop this vutle� structure in the subsurface sys#em and be con�eyed direct[y to the onsite storm drain sys#em. Additionally, an o�erffow inlet wi�l be prvvided within fhe Bioffter Swale that �onnects directly to the onsite storm drain fvr peak t�vws. The table below summarizes�he water qual�ty �olume and fhe volume prv�ided wifhin the subsurFa�e systems: D{VIA VBMP Volume Provided A4 2,337' �t� 2,9�4 ft3 The vvlume of fhe subsurFace system was determined by calculating the a�ailable � � storage �olume per Einear foot of subsurfa�e sys#em. The systems will utilize 30" diamefer pipes surrounded by 1 foot vf gra�el on the top and sides. Using a void ra#�❑ of 0.4 tar the gra�el area, fhe resuiting area is 9.22 ft�, which resul#s En 9.22 ft3 per linear foof. Subsur�ace system C'i has total linear feet of 3'15 feet. The subsu�Face sysfem wilf pravide suffiicient �olume far fhe required water qua�ity �olume. DMA Areas C1, C2, C3 and C4 are considered self-treating areas, as the areas on�y in�orpora�e [andscaping. The ��14 Water C�uality Management Plan fvr the Santa Margarita Regivn of Ri�erside County states: "in general, 5elt Treating Areas in�lude no impe�-vious areas, unless the impervious area is�ery smalf �e.g. 5°/0 or less of the Seif Treating Area} and slopes are gentle enough fiv ensure Runoff frvm imper�ious areas wil[ be absorbed inta the �egetativn and svil." All four of fhe abv�e mention Drainage Managemenf Areas fall within this definitian ❑f se�f-Treating Area. DMAs B'f, B2, B3 and B4 consist of self re�aining area and area draining tv a self- retaining area. Only DMA B� incvrporates a small area of aspha�t �hat drains to #he pvrous pavers, the remaining three areas are pvrous pa�ers and landscaped area, w�th nv imper�ious a�eas. Therefore, areas B'I, B3 and B4 only need 'I" depressions to retain the required �vlume, and area B2 needs 1.�4" fo retain the �olume. All of the �� ___._��.__._�.__.__�._�._.�___._.�...�__...__________.__._.__._�_�._...__�..__.___.._�...____.�..___._�._.�.._..�.__.._ .___�._..�._.___._�.._..�._T_.__._____.�. ����f.����reer��ti�cea��ttt�g,t��, �f d:1132.29.141Engineeringlfiydmlogy_PIanlRepot7slHydra Report-1p1915.dvcx 9 HYDRULUGY AND HYDRAiTLYCS STUDY FUR GATEV�AY T� TEMECiTLA CITY �F TEMECULA, GALYF�RNIA � porous pavers have a 4" base layer, which is more fhan sufficient. Additionally, the landscaped areas will be depressed 1.'i" fv meet the required depth. DMA lmpervious Pervious Per�►ious Co�er Mrnimum Area Area T e D� ressionlDe th B� D 2,664 Porous Pa�ers �.0� in B2 �35 3,'145 Porvus 'I.04 �n PaverslLandsca in B3 � '1�,7�� Porous 'i.DO in Pa�erslLandsca in B4 1,�5� 6,254 Parous 1.�8 in Pa�erslLandsca e The water quality spreadsheets ha�e been in�luded in Appendix D. The project site drains into an existing storm drain system which is fu�ly hardened and drains to Murrie#a Creek near the confluence with the Santa MargarEta R��er and Temecula Creek. Additionally, the Riverside Cvunty Stormwater and Conservation Tracking Tool indica#es #hat the proje�t sife is Ivcated in a Hydromodificativn Exempt area. Therefore, #he prvject site was not required to address hydromodifica#ivns. VI. C�NCLU510N5 �` J Hydrology and hydr�aulic analyses were perFormed for �he Gateway fio Temecula proje�t in order t� determ�ne the required storm drain and best management prac�ice infrastructure required to flood prote�t the site and treat fflr wa�er quali�y purpases. The follvwing can be concluded: '1. The proposed starm drain sys�ems wiEl adequately can�ey the prop�sed �0�� year flow rafes. �. The prnposed projec�will not ad�ersely impact the existing downstream 4�" storm drain. The design f�ow rate �or the storm drain system is �7.� f�31s, and �he total tr�butary flow rate to fhe system from the praject site is 57.4 ft31s. Additiona[ly, based upvn #he hydrau[ic madel af the entire storm drain system, �he proJe�t vui[I not ad�ersely impact the existing s#orm drain sys#em. 3. The praposed biorefentian p�anters, bio�reatment swale, and subsurFace systems wil[ pro�ide adequate sur�ace area and storage volume fo adequa�efy treat and s�ore the required wate� quality �vlume. VII� REFERENCES 1. Ri�erside County Ffoad Con#rvl and Water Consetvati�n Dis�rict Hydro[ogy Manual, April �978. ; �� _________.�______.____��...__.__________._�._________w.....�.__..�_.�._...__.�__�_�m_____�._u____._._.__�..�.._�_� __ � N���__�.___..__.� ���Ei�3�ter��6!Caes�lll�g,[�e, �� 0:1132.29.141EngineeringlI-iydrofogy_PtanlILepartslFiydro Repnrt-1D1916.docx 10 HYDR�LUGY AND HYDRAUL�CS ST�C]�DY FUR GATEWAY TU TEMECULA CITY UF TEME�ULA, CALIFURNIA � 2. Los Angeles County F[ovd Confro[ Design Manual, March+�982 3. Ri�erside Coun�y F[ood Control and Wafer Conservation ❑isfrict Design Handbook far Low Impac� Develapment Best Management Pracfices, 5eptember 20�� 4. Cal��Fornia Regional V1lafier C�uality Contro� Board, Los Ange�es Region, Order No. R4-���2-0�75, NPDES Permit No. GAS004001 — UVaste Discharge Requirements for Municipal Separate Storm Sewer Sys#em �MS4} Discharges wifih�n the Coastal Wa#ersheds vf Los Angeles County, Except Those Discharges Originating From the City of Long Beach MS4 � r `� _.__._..._�..._�________w_._..___...�._.__.._..__.�...�_._..�.____.�...�.-.---___.._�...___�___._�..__..�.w..�___�_�__� __..___�_._..___.___�.___._ �J ���� Et�ireeri#�t C�nsiii��g,[�c, �. _. ❑:I132.29.14�EngineeringlHydraiogy_PlanlRepvrtslHydro Rcport-1019[6.dacx �r �� � �� F�GURES � 1 �' FIGURE '�: VICINITY IVIAP ��� � ^,� .��a. � ��!M ' �f: e e' . '° . � 1G °i# �l'.<� 4 ♦ �s��� "r d'ai` ��,a[� i .;,� a �, �4�:.:.-� i� 2•,.. Y�+\a ,� .� � F'`Y �`�' �'"I `��``' �k'�r� Z ��.'a .C. �rR r. 4 S t. '�' �d �� .�. ��� `�'� _$"...�, -.,•: �M- �°?� ,L as. �• •�ry �" -�yvA'" ..�: ..+k�i�,�. "Y k ��-� E •,8 +�' .r .x fi �. 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'� p'���d►kt.4 �,���.ir�.�y p �wpp �, � ���y� ""{�.y ,�. �'� . . ..:'Pi -. � Y y a�r . 4 .��:a"S iI'.y*g �.en�Y�''� �•� ,���;F�p d.l�x'.:�� ati� i '��r � k�.^.,,'��' ��� �'�f� ���;.i(�pr'w��,��a '�,���� '"���� � ��. ` a+;J! 'u wwrt��V � a �g ,{ 1�`T'a � .• �� �c.S'. � 3.r �. "�.� � '��.. �]��sl��� Z���� � ���� �: ��� �. � � i a� �� f::Wr,{.. [���� .� � ' � �• �' s. � �+ ��'+'n.. •�, �L. �.k �y'.�l'yt "['r�. `A � E���S� �.�j� .�. �+ �i1 Y� y: �.:'e� �T ��1. .:{. ������ �' .h ll Ky,�n � . p "�� �J"�`���i!�•.SL.di,,,�YpK ! 1Fi"'lb�• ��-E'" ".�} �q,� ��� 1� �a�s'�ir�irt.' ',� ,[�y ..1•r�����¢,;,�/' ��S'��J�! *'pr ..T�� � ��'� �?�Cr��i�'� �� 4 •:�M��'Y �• `" �. �"'A: .l��� � ":»'�. � � ,�k9 � .��. � z.��"'f .,�.�' di'� ,� � � F � "'y.. ;„' '� r �� ,,��*• �,. .,�' f'. �� .3c .f � � �. J� '�s. y � .�'1^ �' ��w���� • � * � ■ ■ � ■ � � ' ` � . . . � , , � � : � . : � � , � . , , , , {. ,; . . - \ ' APPEND�CES �� � �+ � APPEN�IX A: ExlSTING C�NDlTI�N QFF5ITE RATIDNAL METH�D HYDR�L�GY �� ANALYSlS �J l ' . APPENDIx A.'i; AREA A-1 O�-YEAR ANALYSIS �� �� � Riversade County Rationa� Hydroaogy Program CIVILCADDICTVr�DES�G� Engineezzng Sof�war�� (cf 1989 - 2Q19 Vezsion 9.0 Rational Hydrolagy S�udy �ate: 04/05/16 File:ARAEX.out GATEWAY EXTSTING CflNDI�TDN DFFSITE HYDRQ�OGY RATIDNAL METHaD ANA�YSIS� 1�0-YEAR ST�RM EVENT F'rT�ENAME: ARAEX ********* Hydralogy S�udy Control rnfarmation ********** English {i,n--J.bf Units used in inpu� data file Program �,icense Serial Number 6Z79 Rationa]. Method Hydrology Program hased an Ra.verside County Flood Cantral & Water Cansezvatian I}is�rict 7.978 hydrology manuaJ. Starm enen� [year} = lpp.pp Antecedent Moa.sture Condi�ion = 2 2 year, 1 hour precipitata.on � 0.5$�{In.) 1n� year. 1 haur preca.pitatian = 1.30D�In.y Storm even� year = Z00.0 Cal�u�ated rainfal.�, intensi�y data: 1 hour intensity � 1.3d0(�nlHr} 51ope of intensity duration curve = D,55�0 �ti 1 �..t..�.��-��*}f+}t�+�+}��.►..�.*++t++}�+�.f..�.�-}�++t++f+-�..E.�..f.�+�++f++}++}-i-��.t..►..►..�-�+t Pzocess from Poin�IStatian 1.01.004 �a Poa.ntlStation 1.�2.00D **** INITTAT, AREA EVAL[1ATTDN **** Tni�ial a�ea flow dis�ance - 65$.QQO(Ft.} Top [of i.na.tial area] e].evatian = z�48.QOD{F�.] Bottom �of initial axea] eleva�ion � 1029.a��tFt.] 1]ifferen�e in elevata�on = 2A.��0(Ft.J Slope = �.D3647 s(percent�= 3.65 TC = k[0.9$�}*�{length^3]1{eJ.evation change]]^D.2 Tnitial area time of concentratian = 12.478 ma.n. RainfaJ�]. �.ntensity = 3.D84[InlHrf for a 7.n0.0 year s�vrm SINGLE FAMILY [1 AGre Lot] Runoff Coef�icient = 0.783 Decimal fracta.on soil group A � o.aoo Decimal fzacta.on soil group B = 0.0�0 Deca.mal fraction sai], group C = 1„�0� Deca.mal fraction sai]. graup D = a.�DO RI index for soi.J.fAMC 2} - 6g,p0 Pervious area fxaction = �.800; Imp�r�a.ous frac�ian = �.200 rni�a.a]. subarea runaff = 10.38Q(CFSJ TotaZ initial stream area = 4.34p(Ac.f Pervious area Fracta.on = 0.8�� �f--h-I��--�-F++f++-�+++++�++-�-�-f+f++-�++++-�-�h-�++++++++t-I�i�f+f++f++�+++f+-��--h+-Ff+�++ Process from PointlStation 7.02.D00 to Po�.ntlStativn �.03.D00 **** NAT[]1�AT� CHANNEL 'FTME + SUBAREA FLQW ADDITION ***� Top of natural channe]. elevation = 1024.��a(Ft.} End of naturaZ channeJ. elevation = ZD2�.QQa iE't.] � Length of na�uraJ. channel - 498.D0�[Ft.} 1 Es�imated mean flow ra�e at midpoin� vf channel = 21.847(CFS} l ,' Natural ❑alley channel �ype used ' L,A. County flood contro� distric� foxmula for channe� velocity: Velacitytftls] _ {7 + 8�q(English Units}^,352] {slope^�.5y Ve�ocity using mean channel flaw = 2.75fF�Is} Correc�ion �o map s�ope used on extremely rugged channels with drops and wa�erfal�s (P�ate D-6.2} Norma� �hannel slape = O.D080 Carrectedladjusted chann�I s�ape = O.Q480 Trave� time � 3.02 m�n. TC = �5.50 min. Adding area f�ow to chann�l SINGLE FANlTLY {�. Acre Lo�] Runof� Caetficient = p.779 D�cimaJ. fxaction soil group A = 0.4p� l7ecima� fraction soiJ, g�oup B = �.aoo 17ecimal fractian soi], g�oup C = Q.73� Decimal Frac�ion soiZ group D = 0.270 RI index f or SDiJ.{�C 2} = 7�.62 Per�ious azea fraction = Q.80Q; Imp�rva.ous fraction = 0.200 Rainfall in'tensity = 2.737[InIHrJ �or a 1Q0.0 year storm Subarea runoff = 20.249�CFSy foz 9.50�iAc.] TotaJ. runaff = 3d,629{CFS} Total area = 13.$QQ(Ac.] End of compu�a�ions, total s�udy area = 13.8� tA�.} The followinq figuzes may be used for a unit hydrograph study of the same ar�a. Area averaged pervious a�ea frac�ian�Ap} = 0.8QD Area averaged RI index number = 7�.7. �� � 2 � APPENDIX A.�: AREA B-'�OQ-YEAR ANALYSIS � � , ,� .� - .� � �1 Riverside County Rational Hyd�o�ogy Program CTVILCADDICIVILDES�GN �ngineering Software, {c} 1989 - z�05 Versian 7.1 Rat�onal Hydrology Study Date: D9/3011� F��e:ARSEX.ou� GA�EWAY EXISTING CDNDITIDN QFFISTE HYDROLaGY RATIONAL METHQD ANALYSIS. 1pQ-YEAR STaRM EVENT FILENAME: ARB�X ********* Hydrology Study Con�rol zn�ormation *****�**** EngZish [in-1�) Units used in input data Fi1� -------_��-----�-------------�--------_�-----------------�-----�-------- Pzagxam License Ser�al Number 6269 ---------_��_---�------���_--��--------_��----��----------�-----�------- Ratianal Me�hod Hydrology Progzam based on Riverside County FZoad Cont�ol & Wa�er Conservation Dis�rict �978 hydrology manual Storm event {year} _ �D0.00 An�ecedent Maisture Conditaon � 2 2 year, 1 hQur pzecipita�ion = Q.58Q(In.} 1�� year, � hour precipitation � �.3�O�In,} Storm event year = 1fl�.0 Calcu�ated rainfall �ntensity da�a: 1 hour intensi�y = 1.300{rnlHr] Slape af in�ensity duration curve = fl.5500 �� +++t+++++f++�*+++++f++t�*�+�++f++f++t++��+��++t++++�++++f++��+��++++++ Prac�ss from PointlS�atzon 201.p0� tv FointlStatipn 2�2.000 **** �NITIAL AREA EVALUATION **** Initial area flow distanc� = 799.OD0[Ft.J Top �of ini�ial area} elevatzon = I030.O�Q�Ft,} Bot�om {o� initial area} elevation = �0�7.00�{Ft.y Diff�rence in eleva�ion = 13.000{Ft.y S�ape � 0.01627 stpercen�}= 1.63 TC = k[D.480}*[ [length^3y1{elevat�on change}]^p,� Initial area t�me of cvncentxation = 15.848 min. Rainfall intensity = 2.704iInIHrJ for a 1D0.� year stozm SYNGLE FAMILY [1 Acre �ot] Runof� Coefficien� = �.779 Decimal frac�ian soil group A = �.OQO Decimal frac�ian soiZ group B = 0.000 aecimal fzaction soil gzoup C � 0.66p Decimal fraction soil gzoup D = D.34Q R� index for soil(A.MC 2] = 71.�4 Pezvious area Fraction = 0.8�a; Impervious �raction = 0.200 Initial subarea runofF = 6.533[CFS] �ota� �nitial strEam area � 3.�OD�Ac.} � Perviaus area fraction = �.8D0 End of computa�ions, total study area = 3.1D [Ac.) The fallowing figures may be used foz a uni� hydzograph study vf the same area. Axea averaged p�rv�ous area fractzon�Ap] = 0.8a� Area averaged R� andex number = 71.D � i � APPENDIx B: Posr-PR�JECT C�Na1TI0N �NSITE RATI�NAL METH�D � HYDROLOGY ANALY5IS � �� APPENDIX B.'[: AREA A-- '�4D-YEAR ANALYSIS �� ; � � Riverside Coun�y Ratiana� Hydrology Program CIV�LCA�DICIVILDESIGN Enginee�zng Software, (c) 1989 - 20a5 Version 7.� Rat�ona� Hydrology Study Date: lllfl31�6 File:ARAP1Q0.aut �------------------��-----�--------------�-_--��--------_��----�_------- GATEWAY T� TEMECULA PQST-PRnJECT CONDITIDN ONSITE HY�RaLOGY RATIONAL MEmHOD ANALYSIS. �00-YEAR STDRM EVEN� FILENAME: ARAPI�Q -----------------�-------------........_---......---------------_-------------......�_-- ********* Hydrology Stud.y Can'trol Informa�ion ********** English iin-lb} Tlnits used in inpu� da�a fi1.e Pzogram Li�ense Serial Number 6269 ----------_--_--_---_....--------------------_-------------_--------------------_.... Rational Me�hod HydxoJ.ogy Program bas�d an Riverside County Flood Con�rol & Water Conserva�ion D�.s'trict 197$ hydrology manual Storm event {year} = 1aQ,Q0 Antecedent Mois�ure Condition = 2 2 year, 1 hour pr��ipa.tation = 0.580�rn.) ]�00 year. 1 houz p�ecipitatian = 1.3�4[In.] Stozm event year = 100.Q Calcul.ated rainfall in�ensity data: 1 hour intensi�y = 1.3���In/Hr] Slope of intensity duxation curve = 0.55�fl \ J +-F++-1-++t++f+�l-+-h�i-�-H-�++++f++f++++++-i--h+��-�-++f++++++++++-h-h�I-+++i-+++f++-F++-f--F Process from Poa.nt�Station 1.�1..o0o to Poin��S�at�.on 102.QQ� �*** INITIAL AREA EVA�IIAT�QN **** �nitial area E1ow da.stan�e = 7�7.OQa[Ft.] Top {of ini�ial area) eZevation = 1Q3�.��0{Ft.} Bo��om [of a.na.ta.al area} e�evatian = 1�17.400[F�.} Diff�rence �.n elevation = 12.6���Ft.} SJ.ape = D.01782 s�pezcent}� 1.7$ TC = k��.30D)*[ (length^3]1{elevation changef3^�.2 InitiaZ area �ime af �oncentra�ion. = 9.262 min. Rainfall in�ensity = 3.633[TnlHzf for a I�0.0 year storm CQIVIl�IERCIA�, subarea type Runvf� Caefficient = 0.8$7 Decimal fraction svil, qroup A = 0.000 Decimal fractian so�.J. group B = 0.��0 Decimal fracti.on soil graup C = 1.oao Decimal fraGta.on soil graup 17 = fl,�00 Rz a.ndex for soil(AMC 2 y = 6g,Op Pezvious area fractivn = n.10�; Imperviaus fra�tian = 0.9�� Initial subar�a runaff � 10.p57[CFS] ma�al i,ni.ta.al stream area = 3.1ZD{Ac.J Pervious axea fraction = �.1�0 -�++-��-++-I-+-i-�--h�I-�I--h�I-�f--F-�f-�++�-t�++-�f-h-F-f�-l�-I-�I--F�-t-��t-��-t��-+��-+-I--I��I--F�-��-+-�-I-++-�+-F-i�-h�h-}� Proc�ss fzom Poant/Station 3.02.�00 to Point/Station 1�6.��0 **** PIPEFLaW TRAVE� TIME [P�ogram es�imated siae} **** ❑pstream pointlstation eleva�ion = �.n14.4D0[Ft.] � �owns�r�am pointlstation eleva�ion = 1D07.500tF�,y Pipe length 162.d��Ft.f Manning's N = �.OZ3 Z No. af pipes = 1 Required pipe flow - 1�.057�CFS} Nearest compu�ed pipe d�ameter = 15.QDtIn.f l , Ca�culated indi�idual p�pe flow = 10.a57{CFSf Normal �1ow depth �.n pipe = 9.73(In.} Flow top wid�h inside pipe = 14.32�In.f Cri�ical nepth = 14.21(In.} Pipe �lvw vel.oca.ty � 11.93 i�'tlsf Trave�. time through pipe = �.23 min. Time o� concentration [TCy = 9.49 min. +t�+++f++++++++-I�-I��--I�+f+++�+++t+++-F++f+-I�-h-I--�-++f+�++t�++++++++++�-h+-E�+�++f+ Process fxam Foint/Sta�ion 3.02.oaa ta Poin��S�a�ion 106.000 **** G�NFL[I�NCE �F MINOR STREAMS **** A7.ong Main Stream nurn�er; 3, in normal s�r�am numbex Z 5tream �low area = 3.12D(Ac.} Runoff From �his stx�eam � 10.�57{CFS) Tim� a� concentration = 9.99 m�.n. Rainfal� intensa.ty � 3.5$5{InIHr] ++++++++++-F+-�++++++�-I-�h�--�++f++++++f++f++f+-f--h�h-1�+�1-+++�+++++++-F+++++-h-I-�-�-+f Process from Poin�/Station 1�3.pQQ to Po�.ntlStation 104.0�0 **** TNrTTAL AREA EVAL[]ATI�N **�'� �nitiaJ. area flow dis�ance = 334.000{Ft.J Top ta� a.na.tial area} elevata.on = ZD23.3D0(F�.} Bottom [of ini�ial area] elevation = ]�Q16.Oan{Ft.] Difference in eleva'�ion = 7.304(F�.) Slape = �.02186 s[percen�y= 2.19 TC = k(0.3Qp)�[tJ,ength^3)1(ele�ration change}�^p,2 Initia�. area time o� concentzata.on -- 6.587 min. Rainfal.l, a.ntensity = 4,382{InIH.r] for a }���.� year s�orm COMMERCIAL su�area type Runoff Coefficien� = D.889 De�imal fracta.an soil group A = 0.�00 �-� �eca.maJ. f�action soil group B = O.00D neci.maJ. fractian soil graup C = 1.00D Decimal frac�ion soiZ group D = 0.000 RI index for soil(AMC 2] � 69.Q0 Per�iaus area �ractian = 0.1Qp; zmpervious frac�ion = a.9�0 ini�ial subaxea �unoff = 3.7Q�.�CFS} Tota�. a.nitial stream area = D.950(Ac.y Pezva.ous area frac�ivn = 0.].QO ++++-F+++f+-h-I-�I--I--E�+f++++�f++f f+-�-l--►-+*-►�+-f-+tf+-I-+++++++++++-F-h+�h�-h�I-+++�++t++++ Prpc�ss fram PointlStatian 3.04.00� to Poin�IStatxon 105.�00 **** PIPEFLOW TRAVEL TIME [Program es�ima��d sa.ze} **** Upstream point/station elevatian = 3.Q13.OD0{Ft.J �awnstream pointls'tation eleva�ion = 1008.00D{Ft.} Pipe length = 26.00{F�.f Manning's N = 0.013 No, o� pa.pes � 1 Required pa.pe flow = 3.7�1,{CFS] Nearest compu�ed pipe diameter = 9.aD{�n.} Calculated indi�ridua�. pipe flow = 3.7Q�.�CFSJ Normal flow depth in pipe = 9.55[In.] Flow �op width inside pipe = 9.00{In,} C�a.tical depth could nat be calculated. Pipe flow ❑elacity = 16.54[Ftls} � TraveZ �im� through pipe = fl.�3 min. Time of concentratian (TC} = 6.51 min. tf+t+++t t�-+++�--�+-Ff-h-h-I-+-F�+t-��-++�-++�-++�-+-i-f�I--h+�i--h�I-+++++t-��-++-I-++-��--h�I--h�I--f--F t+t t FroG�ss from Faa.ntl5tation �.�5.000 to PointlStat�.on �Q6.000 **** PIPEFL,DW TRAVEL TIME [P�ngram estimated sixe) **** �, Upstream pain�Is�ation e�.evation = 1�Q8.000�Ft.f Downstream poa.nt/station el�vation = 1007.500(F�.} � P�pe �ength = 53.�fl(Ft.} Manning's N = 0.�13 � No, o� pipes = 1 R�quzred pipe flow = 3.701�CFS} Nearest computed pip� d�ameter �5.�O�In.} Cal�ulated individual pipe Flow = 3.701{CFS} Normal flow depth in pipe = $.29LIn.J Flaw top wid�h inside pipe = 14.92{In.) Critical Depth = 9.33{�n.) Pipe flow ve�ocity = 5.32tFtIsJ Travel time through pipe = D.17 min. Time o� con�entration [TC} _ �,7g min, f+f+++++f+f++++��*+++++f+++��+++t++++f++f+*�+++f+++++++++f+�*+�*+f++++ Process fram Poa.nt/Stativn 105.Opp to Pointl5tation 1D6.D00 **** CONFL,UENCE flF MrNQR STREAMS *�** Along Main 5tream number: I in no�mal stream number 2 5tream flow area = 0.950{Ac.} Runaff �ram �his stream = 3.701{CFS} Time of concen�ration = �.78 min. l�ainfall intensity = 9.3I3{InIHr] 5ummary af stzeam da�a: Stzeam Flow rate TC Rainfall TntenSa.ty No. (CE'S} {min} {�nlHr] 1 10.D57 9.99 3.585 2 3.7�1 6.78 4.313 Largest stream flow has longer �ime of concen�ra�ion Qp W 10.057 + sum of Qb Ia�1b 3.7Q�. * 0.$31 = 3.077 Qp = 13.133 � Tota�. of 2 streams �o conf�uence: Flow rates be�are confluence point: �_" ZQ.a57 3.701 Area of s�reams before confluence: 3.120 �.954 Resu�.ts of confluence: Total flow ra�e = 13.133{CFS} Time of con�en�rata.vn = 9.488 min. E�fective stzeam area afte� canfluence = 4.074[Ac,) -l--h�--h*-E�+-�+f+f+++++f++-h-►-+f++��++f-h�h-I-�-++++++++f++-F+-��--h-�--F+++++++++++++-I--h+�- Process fram PointlStation 1D5.000 �o Pvintl5tation 7.07.000 **** PIPEFLOW TRAVEL TIME {px�gram es�imated size} **** Ups�ream po�.ntlsta�ion el�evation = 7.0�7.50Q(F�.} Dawnstream poin�/station el�vata.on � �OD7.2flD�Ft.} Pa.pe length = 3�..0�{Ft.] Manning's N = �,�13 No. of pipes = 1 Requirecl pipe flow — �.3.133[CFS} Neares� cvrnputed pipe diameter = 21.�OiFn.} Ca�cu].ated individual pipe �lvw = 13.133(CFSy Nozma]. f3.aw depth in pipe = 19.77(In.y Flow top wid�h insa.de pip� = 19.19(In.} Critical L�ep�h = �6.19SIn.f . Pip� flow veJ.ocity = 7.26�F�/s} Travel time through pipe = �.07 min. � Time of concen�ratian tTCy = 9.56 min. ++-f--I-�-+�--I--�-h-�++++-F++�++�-�-+f+++f++-h-I�-h�-�-++f+�f++f++-F-F+�-�+-h�-+-�+++++++f++-I--h-l� PzdCess from Pain�IStation 7.�6.000 to FointlStation 107.��� **** 5[]BAREA FT�OW ADDITTflN **** C4NIMERCIAL subarea type � � Runaff Coefficien� = Q.887 � Decimal frac�ion soil group A = �.000 � � Decimal Fraction soil graup B = �.000 � Decimal fractian sail grvup C = 1.0�� �ecimal fraction sail group D = �.00� ` � RT index fvr soil{AMC 2y = 69.00 Pervious area firac�ion = �.1�D; Imper�ious fraction = 0.900 T�me a� concentxatzon = 9.56 min. Ra�n�a�a xntens�ty = 3.570(In/HrJ �ox a �DO.D year starm Subarea runoff � 0.190{CFS} for D.060SAc.} Total runoff = 13.323[CFS} Total area = 9.13n�Ac.} ++++�++�f++++++++f++�++�+�++++++�+++++++++�++*�+++++++++++++++++f+++++ Fxocess fxom PointlStatian 107.�Qa t❑ PointlStation 112.�0� **** FIPEELOW TRAVEL TIME [Program est�mated size) **** ❑pstream point/statian ele�ation = 1007.ZDQ[F�.] �owns�r�am pain�/s�a�ion e�evation = 10�6.500tFt.] Pipe length = 7�.���Ft.f Manning's N = O.ti�3 No. o� p�pes = � Required pipe flpw = 13.323{CFS} Neaxest computed p�pe diameter = 2�.fl0�In.} Calcu�ated individual pipe flow = 13.323tCF5J Normal flow depth in pipe = 19,74(In.} Flow �op wid�h inside pipe = 19.21[In.] Critical nepth = 1�.29Lzn.f Pipe flow velacity = 7.38{Ftls] Trav�l time through pape = 0.15 min. Tame of concentration iTC] = 9.72 m�n. ++++f++f++++++++++++f+++++++�+���+++++f++++++f++f+��*�*�*+��++++++f+++ FrDCess from PointlStat�on 107.Oap to PaantlStation 112.000 **** CONFLUENCE QF MAZN STREAMS **** The following data inside Main S�r�am as listed: In Main 5tream number: 1 �� Stream flow area = �.13�[Ac.} Runoff fram this stream = 13.323{CFSy -J Time of concentration = 9.72 min, Rainfal� intensity � 3.538(TnIHx} Program is naw s�ar�ing with Main Stream No. 2 f+f�����ff����f�*��*��}��tft�++�f++�f+�f*��+��}tf+�f+f+�ft�fttfft+f++� Process from PointlStation 1.�8.�.00 to Poin�IS�a�ion 3.08.�00 **** USER DEFINEIl FLOW INFQRMATION AT A PDINT **** Rain�all in�ensi�y = �.737tIn/Hr) �or a 7.Q�.0 year storm USER zNPUT af soa�. data for subarea Runo�� Coe��a.ca.ent = 0.776 Decimal fraction soil group A = a.�DO Decimal fractian soil grvup B = �.�DO Decimal �rac�ion soil graup C � D.810 Decimal frac�ion soi]. group D � D.190 R� �.ndex for soil(AMC 2] = 70.1a Fervious axea fraction = 0.80Q; Impervious fraction = Q.2QQ User specified values ar� as follows: TC = 15.5D min. Rain intensa.ty � 2.79(In/Hr) Total a�ea = 13.8�(Ac.) To�al runoff - 3Q.63{CFS] +f++++++++f++�++f++�+�h-}�-�-.�-l��f-�-+++++�++++++++�-{�-�-�-�++-F++++++tf++++++++++++ Proc�ss fram PointlStation 108.00p to PointlStation 109.00Q ' **** PIPEFLaW TRAVEL TIME {Program estimated size) **** Upstream poin�Istation eleva't�on � 1020.QQ�{Ft.] Downs�ream poin�ls�atian e3.evatian = 1010.20�{k't.} Pipe ].ength = 150.04[Ft.y Manning's N -- D.013 No. of pa.pes = 1 Required pipe flow = 30.63D{CFS] Nearest �omputed pipe diametex = 21.0�{Tn.y Calculated individual pipe �J.ow � 30.�3�[CFS} �� Normal flow dep�h a.n pipe - 13.69{In,) 4 F�ow top width inszde pipe = 20.04(Tn.y Cx�tical depth cauZd not be calculated. Pzpe ��ow veloci�y = 18.51(Ftls} � � Travel time �hrough pipe = 0.14 min. Time of concentration {TC] = �5.6� m�n. +�+�+�++++++�+++++f++++�++++++�+++�+++f++f++*+t+t+++f++��++�+++++++++� Pracess fzom Paint/Station 1d8.�D0 to Po�ntlS�ation 109.aoo **** SUBAREA FLOW AD�ITFON **** CaMMERCTAL subaxea type Runoff Cae�fi�ient = 0.$87 aecimal fzaction soil gzoup A = �.000 DeCimal fraction soz� group B = �.0�� necamal fraction soi� group C = 0.200 Decimal Frac�ion soil group n = 0.8Q� RI index for sai��IaMC 2} — 73.8� Pervious azea fraction = 0.100; rmpexviaus fraction = 0.9�0 Time of con�entration = 15.64 min. Rain�a�� intensity = 2.729{znlHr} ��r a 1D0.� yea� storm Subarea runoff = �.314(CFS} �gr fl.�3D{Ac.y Total runof� = 30.944{CFS} Tota� area = 13.930�Ac.} f++f++ff+++f++�**�++++++++++�++++++f f+��++f++++���f++t++++++�++�+++f++ Process �rom Point�5�ata.on 108.�00 ta Ppa.nt�Sta�ion 109.00Q **** S[IBAREA FLaW ADDITLON **** [7SER I1�P[]T af soil data for subarea Runaff Coefficient � fl.792 Decimal �rac'�ion soil graup A � 0.000 DeGimal �raction soil gxoup H = p.00Q Decimal �zactian soil gzoup C = Q.890 Decimal fraction soa.J. group D = 0.3�10 �� R� index for soil(A.MC 2} = 59,66 Perviaus area �ractian = �..�DO; Impe�vious �raction = 0.0�0 Time o� �vncentra�ion = 15.69 ma.n. RainfalJ. a.ntensity = 2.729tInIHr} �or a 100.� yeaz storm Subarea runaF� = D.34�(CFS] for Q.170�Ac.y Tatal runoff = 31.287�CFS} To'tal area = 14.100�Ac.] ++++�--h�h�--E--I�-�-+�++i-++++f+�-I-++++++++-h-I�-�-++++�++-�-I��--�++++f+++-�-��h-E-++�++++++-i--h�h Process from Point/S�atian x�9.�00 �o Point�S�a�ion 1io.oao **** PIPEFLOW TRAVEL TIME [Pzdgram es�ima'ted size] **** Ups�ream ppintlstation elevation = 10ID.Z00(Ft.} Downs�ream poa.nt/station e�.evatian = 1009.7��{Ft.] Pipe length = 22.oatFt.} Manning's N = 0.013 Na. af pipes = 1 Required pip� flow = 31.28?{CFSJ Nearest computed pipe diameter = �4.D0(In.y Calcula�ed ind.iva.duaZ pipe ��.ow = 31.287(CFSf NormaZ f1.ow depth in pipe = 18,�9{In.} Flvw top width inside pa.pe = 20.58{In.} Cxa.tical �epth = 22.56{In.} Pa.pe flow velocity = 12.31.{Ft/s) Travel �ime thx�ough pipe = 0.03 ma.n. Time af concentration [TC) = 15.66 min. +�+++f+++f+++++-�--E�++++f+f++f-I��I-f++t+++f-h�I--#-++f++++�-I��i--F++�+++f+�-f-*�-F++++++ Process fxom PointlS�ata.on 109.OD0 to Poa.ntlStation 110.Op� **** SiIBAREA FLOW AI]DITIaN **** C�MMERCIAL subarea type RunoFf Coeffa.cient = �.887 Decimal fraction soil gxoup A = D.OQO Deczmal fraction soi.�. group B = 0.DQO � Deca.mal frac�ion soa.1. group C = Q.D00 Decimal fracta.on sail group D � 1.O�fl 5 AI index �or soil(AMC 2f = 75.Oa � Perviaus area �rac�ion = 0.1D0; Impervious fxaction = 0.9�a , �ime of concentra�ion = 15.66 min. � RainFall in��nsity = 2.721{Tnl�r} fdx a �00.0 year storm 5ubarea runoff = �.7�O�CFS} For �.29D[Ac.} ma�al runo�f = 31.988{CFS} Total area = 14.390(Ac.} ���+*��+�+++++�++++++++++++tf++��++t++++f++f++�++��+�+f+++f++f+++++*�* Process �rom Pointl5tat�on 11D.DQ0 �o Po�ntlStation �11.QOQ **** PIPEFLOW TRAVEL TZM� {Pxogram es�imated s�ze] **** ❑pstxeam pointlstation elena�ion = 1D09.700{Ft.} Downst�eam pointlstation elevat�on = 1008.100[Ft.J Pipe length = $�,��{Ft,} Manning's N = fl,�13 No. of pipes = 1 Required p�pe fZow = 31.988{CFS} Nearest compu�ed pape diameter = 2A.�0(�n.] Calcula�ed individual pipe flow = 31.988fCF5} Normal f�ow depth in pipe = 19.97{�n.} Flow top w�dth inside pipe = 17,94(�n.} Czitical Depth = 22.67�In,] Pape �Zow velocity = 11.45(Ftls} Travel time �hrvugh p�pe = 0.12 min. �ime of concen�ra�ian �TC] = 15.78 min. +����++�*�+�+++�f+++++�++++++t++��++f+++++++f++f++��*+++++�+++++++f+�� Pzocess fxom PointlSta�ion ���.�DO to PointlStation 111.n�� **** SUHAREA FL�W ADDITz�N **** USER INPUT of so�� data �ar subarea Runo�f ca�tticient = 0.751 Dec�ma� fra�tian soil group A = O.O�D �ecama� fraction soil group B = �.QQD Decimal frac�ion sail gxoup C � 0.630 � DecimaZ frac�ion sail gxoup D � 0.370 RI index for so��(AMC 2} 71.�2 --� Pexvious area fraction = 1.���: Impervious �ractaon � 0.000 Tzme af cvncentratian = �5.78 min. Rainfall intensi�y = 2.710[InIHrJ for a 100.0 year stoxm Subarea runoF� = 0.142{CFS} for Q.�7Q�Ac.) To�al runoff = 32.�30�CFS} �otal area = 14.46�[Ac.} ++�**+++++�+t+�++�++f++f++�+++�++f++f+++++++�++��++t++�++++++t++�*�*�� Process from PaintlStation 111.pOQ ta PointlSta�ion 112.ODQ **** PIPEFLOW TRAVEL TIME tProgram estimated size] **** Upstream poant/station eleva�ion = 1�08.1flD(F�.} Downstream paint/s�a�ion e�evation = 1006.5�flfFt.] Fipe length = 59.�O�Ft.} Manning's N = a.�13 No. oF pipes = 1 Required pipe flow = 32.130{CFS} Neares� campu�ed p�pe diameter — 24.��[In.} Calcu�ated individual pipe flow = 32.130(CFSJ Nazma� flow depth in pipe = z6.62�In.J Flow top wid�h inside pape = 22.15[Tn.) Critical Dep�h = 22.70[In.} Pip� flow ve�ocaty � 13.85{F�Is} Tra�el time thxough pipe = Q,Q� mzn. Time of concentra�ion [TCy = �5.E5 min. ++��+��+��*�+f++++++f++f+++++��+��++f+t+++++�++��+��+++++t+++++f+�++�+ Process trom PointlS�a�ion 111.ODQ to PvintlStation 112.OQn **** CONFLUENCE QF MAIN STREAMS **** mhe fvllowing data inside Main Stxeam is �isted: In Ma�n Stxeam number: 2 Stream flow area = 14.460{A�.] � Runoff fram this s�ream = 32.130(CFS} Time of concentxation � 15.85 m�n. 6 Rain�a�l �ntensity = 2.703[InIHr} Summary o� stxeam da�a: . S�ream Flaw ra�e TC RainfalZ Int�nsity No. (CFS} �min} {In�HrJ 1 3�3.323 9.72 3.53$ 2 32.130 15.85 2.7p3 Larges� stream flow has longer time vf concentration �p = 32.130 + sum vf 4b za11b 13.3�3 * 0.764 = 1�.18d 4P � 42.31� Tatal of 2 ma�.n streams to canfluence: �'�ow zates before confJ.uence poin�: 7.3.323 32.7.30 Area of streams be�ore con�luence: 4.130 14.46D Resul�s of conf�uence: To�al flow rate = 42.3�DtCFS) Time of concen�ration = 15.8A9 ma.n. E�fe�tive stream area after confluence � 18.59fl(Ac.] ++-�++�-+�-+-F�-I--f-+-�++-�-I-++��-+-i--f--I-+-�+-�f+-�++-I-++�F-►��I--h-l�++f++-��-++-�++-f--I��I--I�+++-�++-��-++ Process from Point/Sta�ion 112.Q0� to Point/Sta�ion 113.40Q **** PIPEFLaW TRAVEL TIME [Program estimated size} **** Upstream poin�Istation elevata.on - 1Q06.5p�(Ft.} Downstream pointlstation eleva'tion = ��OE.A�D�k't.] Pipe l�ngth = 30.pp�Ft.} Manning's N = O.D13 � Na. of p�.pes = 1 Required pipe flow = 42.310{CFS} lveaxest computed pipe diameter 39.00(Fn.J CaZcula�ed indzvidual pipe �J.vw � 42.310�CFS] Normal Flow depth in pipe = 28.59{In.} Flow top wa.dth insid� pa.pe � 34.50�In.f Critical Depth = 29.83[In.} Pa.pe f.�ow velocity = 6.99(Ftlsf Txavel time through pipe = �.a8 min. Time of cancentration {�CJ = 15.93 min. t+�-+-�f-h-h�I--I--�-+-�+�-+t-I-++-��--I��1--E--F t�-t-�++-�+-F�--I�*-f--F-}-�-+��-�-t-��-++-�-h-h�l--E--I--F+-��-+�-+�++-I--I--f- Pzocess from PaintlStation 112.D00 to Pointl5tation 17,3.000 **** SUBAREA FLQW ADDITIDN **** COMMERCrAL subarea type l�uno�� Coefficien� = 0.886 17eci.maJ. fraction soi�. group A = Q,n�0 De�imal frac�ion sail group B = Q.000 De�imal �raction soil group C = �.330 aecimal fxaction soil g�oup a = 0.67Q RI index �or soil{AMC 2] = 73.Q2 Pezvious area fracta.on = 0.1Q�; Imperviaus fracta.vn -- D.90fl '�a.me of cancen�rata.on = 15.93 min. Rainfall intensity = 2.696[�n/Hry for a 1Dfl.0 year starm Subarea runoff = D.645[CFS} �oz 0.270{Ac.) Total zunoff = 42.955{CFS} Total area = 18.860(Ac.} f f++++-F+-h�--h++++�+++t++�--►��-f++++�++f++-f�-h�--l��1-�f++f+++f++f-I�+�f-++f++++f++-F++�- Process from Poin��Statian 113.0�0 to Poin�/S�ata.on 129.floo **** PIPEFLOW TRAVEL TIME (Program estimated size} **** Upstream poa.nt/statian e].evation = 1�Q5.4Q0{Ft.} ti Downs�ream point/s�a�ion elevation = ZQ06.2�O�Ft.} P�,pe J.ength = 31.00�Ft.} Manning's N = �,flJ.3 7 No. af pipes = 1 Required pipe �1ow = A2,955{CFS} �rv� �earest compu�ed pipe diame�er =- 33.00(rn,) Calcu�ated individual pipe �low 42.955(CFS] � � Normal flvw depth in pipe = 27.38(In.} Flow �ap wid�h �nside pipe = 24.82tIn.J Cri�ical Depth = 26.12��n.} Pipe flow ve�ocity = $.15fFt1s) Trave� time through pape � �.p6 m�n. T�me vf concentra�ion {TC} � 15.99 min. +++�++++�++++f���++�+++�++f+��+f+++++�+++fi+��**++++++f++++�+*�*+*��++t Process frvm Poin�IStation 113.��n ta Point/Sta�ion 124.OD0 **** CDNFLUENCE OF MAIN STREAMS **** The follawing da�a anside Main Stxeam is Zisted: In Main S�r�am number: 1 Stream �low area = �8,85�{Ac.} Runoff fzom thzs s�ream = 4Z.955tCFS} Time of concentration = 15.99 min. Ra�nfall intensi�y = 2.690�rn/Hr} Pragram is naw start�ng with Main Stream No. 2 ++++++++++++��+��++f++�f+��+��+f+++++f++��+��++�++f+++++++f+*�**++++�+ Process from PoantlSta�ion 114.Q�0 to Point/Station 115.OQ0 **** zN�TIAL AREA EVALUATIQN **** Initial area �low distance = 77D.�D0{Ft.} Top �of initial area] eleva�ion = 1054.2D0[F�,) So��om {Qf inztaal area] e�evation = 1�2d.7�4(Ft.] DiF�erence in e�evation = 33.500(F�.} Slope = 0.�4351 stpercent]= 4.35 TC = k[0.300y*[�length^3}1[eleva�ion change}]^p.2 Initial area �ime of concentratzon � 8.017 m�n. �� Rainfall intensity = 3.933i�nIHr} for a �0�.0 year s�orm CQMMERCYA� suba�ea type V Runo�� Coefficien� = 4.890 DeCzma� fraction svil g�oup A = p.�aD Decimal frac�ian soil group H = O.ODO De�imal fraction soil group C = D.4D� Decimal fractaon soil group D � 0.60� RI index fox soil[AMC 2} = 72.60 Pervaous area frac�ion = D.100; Imperviaus �raction = �.90D �n�t�a� subarea runo�� = 2.94Q{CFS} Total initial stzeam area = Q.840{Ac.} Perviaus area fra�tion = 0.1�� *�**��*�+t�f+t�++�f*��t�f++++f+��*���kf+t�+++f���+��}�+�++�++f++�ft*�� Pracess from Poin�/Station 7.7.5.D0� to PaintlStation 117,�an **** PIPEF�QW TRAVEL TTME �Frogram es�imated size] **** ❑pstream pointlsta�ivn elevation = 3.�7,5.7�0{Ft.} Downstxeam pointlstatzon eleva�ion = 101D.100[F�,) Pipe length = 32.DQ[F�.} Manning's N = Q.013 No. of pipes = 1 Required pipe flow = 2.94DtCF5) Neares� computed pipe diameter = 9.00�In.) Calculated i.nda.vidual pipe f�ow = 2.94D[CFS} Nazma7. flow dep�h in pipe = A.10(In.} Flaw top wid�h a.nside pipe = 8.96{Tn.} Critical depth could not be calculat�ed. Pipe flow velocity = 15.03{F�1s} Trave�. time through pipe � 0.�4 min. Time of concen�rata.on {TC} = 8.D5 min. +++++++-h-I--f�-I-�h�-f+�++++++++�I-+++++f+�++�-h+�--E�++f++++++++++�-h�-l�+�++f+++-F++f f Pxocess fram PointlStat�on ].15.OD0 to PaintlStatian 117.00� ' **** CaNFLUENCE DF MINaR STREAMS **** � $ Along Main S�ream number: 2 in normal stream number � 5�ream �1ow area = �.840[Ac.) � Runo�� �rom this s�ream = 2.940{CFSJ Time of concen�ratzon = 8.05 min. Rainfal� int�nsity = 3.923(InlHry +++f+++++++++f+++++�++++++++��+��*+�+++�+++++++++f++++���++��++�+++�++ Process from Point�Sta�ion 1�6.00a to Poin��S�a�ion �17.000 **** INITIAL AREA EVALUATZdN **** �n�taa� area flow d�stance � 793.Op0�Ft.} Top �of initial area} eleva�ion = ��54.20Q(Ft.y Bottom {of initial area) elevation = 1D20.7D0[Ft.} Di�ference in elevatian = 33.500[Ft.] Slope = 0.04��4 s{p�zCent]= 4.22 TC = k{0.3��}*[{length^3}/(elevation change}]^fl,2 Initial area �ime o� concentration = 8.160 min. Rainfal� antensaty � 3.895SIn/Hx] for a 140.0 year storm CaMMERCIAL subarea type Runoff Coefficient = 0.89D Decimal fraction soil group A = O.oaa Decimal �rac�ion soil g�oup S � O.ODO Decimal �rac�ion soil gzvup C � Q.4D0 Dec�ma� �zaction soil group � = O.EQa Rz �ndex for soi��AMC 2} � 72.60 Pervious area fraction = O.�QQ; zmpervious frac�ion = �.9�� Initial subarea runoff = 2,9�1(CFS] Ta�a1 initiaZ stream area = 0.840�Ac.J Pervious area frac�ion = Q,�O� +++++�++++++++++++f+�+++++t++�++��+*�++++++++f+f++++t+++�++��+*��+*�*+ Pracess from PointlStation ��6.fl�D to Poin�/S�a�ion 1�7.000 **** CONFLUENCE QF MYNOR S�REFIMS **** � A�ong Mazn Str�am number: 2 in normal stzeam number 2 �� Stream flow area = 0.89Q�Ac.} Runoff from this stream = 2.911fCFS7 Time o� concentra�ivn = 8.Z6 min. RainFall in�ensity = 3.895(In/Hr] Summaxy a� stzeam data: 5tream Flow rate TC Rain�all rn�ensity No. {CFSJ {min} {rn�Hr] 1 2.940 8.05 3.923 2 2.91� 8.I6 3.895 Largest stream flow has longer or shorter �ime of concentration Qp = 2.940 + sum of Qa Tb�Ta z.9�� � 0.98� � z.s�� gp � 5.812 To�al o� 2 s�reams �o can��uence: Flow ra�es befara confluence paint: �.940 2.911 Area of streams before confluence: 0.840 0.8�Q Resul�s of ConfluenCe: Total flvw ra�e = 5.812{CFS) Time ❑f concentration = 8.Q52 min. Effective stream area af�er conf�uence = 1.E$Q(Ac.) �+*+��++��+��++�*+�+�++t++f+�f+++�+�+++++f+++++++�++++++++++++�++��+�+ Pracess fram FaintlStation 1�7.DOfl to Poin�ISta�ian �2�.O�n **** PIPEFLOW TRAVEL TrME [P�ogram es�imated szzef **** �� Upstzeam po�ntlstatian elevation = ��1Q.10D[Ft.] � Downst�eam point/s�a�ion elevat�on � 101p.Qan�Ft.] P�pe �ength � 19.Qp(Ft.] Manning's N = fl.Q13 No. af pipes � 1 Requir�d pipe flow = 5.8�2[CFS} � Nearest campu�ed pipe diameter = 18.oac�n.} Calculated individual pape �1aw = 5,$12(CFS] Normal �Zow d�pth an pipe = 11.77{Tn.f F�ow top wid�h ins�de p�pe � 17.13[Tn.} Critical Depth = 11.17{Tn.} Pipe flow ve�oc�ty � 4.75{FtIsJ Trave� time thraugh pipe = fl.07 min. T�me o� con�entration �TC] = 8.12 min. +++++++f++f+f+���++++�+++�+++f++�++���++++f++++++++��+*�++++++++f+�+++ ProCess f�om PointlS�a�ion 117.00D �o PaintlStation 12fl.DOQ **** CnNFLUENCE DF MINOR STREAMS **** Along Main Stream numbez: 2 in narmal s�ream number 1 Stream flaw area = 1.680{Ac.} Runoff From �his stream � 5.812(CFS] Time af �oncentratian = 8.12 m�n. Rainfal� �ntensity = 3.9D6[In/Hxf +++++++++++�+f+++++��+��+++�++++++++++++��*�+++++t++t+++���+�++++f+f++ Pracess from PvintlStation 118.OQp to Point/Stativn 1�9.DOD **** rNITIAL AREA EVALUATION **** �natial area flow dis�ance = 2�1.00DtFt.y Top {a� initial area] �le�ation = 1flZ7.900(Ft.f Bottom {of ini�ial area} elevation = 1fl14.70Q(Ft.y Difference in elevation = 3.200(��.} 51ope = �.D�592 s{percen�}= 1.59 TC = k(p.3QQ)*[ [�ength^3}/{elevation change}]^0.2 Inatial area time oF concentxation � 5.7�8 m�n. �� Raanfall intensity = A.732fInIHrJ �ar a 1Q0.0 year storm COMMERCIAL subarea type Runaff Coef�aGaent � 0.89� �ecimal fract�on soil graup A = fl,�QO pecimal fra�tion soil group B = Q.�D� �ecimal fra�tion soil group C = 0.010 Decimal Frac�ion sa�� group a = 0.99� RI index �or soiltAMC 2} = 74.94 P�rvious area fraction = 0.1QQ; zmpervious fraction = Q.900 Tnitial su�azea runoff = 3.589[CFS] Tvtal initial stream area = 0.850�Ac.} Pervious area frac�ion = n.100 ++++*��++��*�++�+++++++++++f++�++��++�++f++f++++��++t++�+++++�++f+�*+� Process fxom PointlSta�ion 119.DOD �o PointlStatian 12�.QDa **** PIPEFLOw TRAVEL T�ME �Program es�imated size} **** Ups�ream pointlstation eleva�ivn = 1010.�D0[Ft.} Downs�r�am po�ntlstation eleva�ion = 1010.DOD{��,y Pzpe �ength � ll.pp[Ft.) Manning's N = 0.�13 No, of pipes � I Required pape flaw = 3.589{CFS) Nearest compu��d pzpe diameter = �5.00�In.y Calculated indivxdua� pipe flow — 3.589(CF5} Narma� ��ow depth in pipe = 8.23{Fn.} FZow top width inside p�pe = 14.93�Tn.) Critical aepth = 9.z8tln.} Pipe flaw ❑eloc�ty = 5.21��tIs} Tra�el time thzough pipe = Q.�4 min. �ame of con�entration [TC} = 5.76 min. ++f+++++++++f+++�+��+f+++++�++++++�**�++f+++++++f+++++*�++f++f++++�+++ Process from PointlSta�ion 119.00D �o Pointl5tation 12D.0�0 � **** C�NFLUENCE OF MINpR STREAMS **** io Along Main Stream numbe�: 2 in norma� s�ream number 2 � 5tream flaw area = �.85��Ac.} � Runoff from this s�r�am = 3.589iCFS] Time o� cancentrat�on = 5.76 min. Rain�all in�ensity = 4.716�TnIHry Summary o� stxeam data: Stxeam Flow rate TC Rainfall Intensity No. {CFS} [min} �In�Hr] i �.aiz s.�a �.906 � 3.589 5.76 4.716 Largest stream flaw has longer time af concentration Qp � 5.8�2 f sum of 4b ralzb �.�s9 * o.szs = a.97z Qp = 8.7$R To�al of 2 stxeams to confluence: Flow rates before confluence point: 5.812 3.5$9 Area of streams befoze confluen�e: 1.680 �.850 Resul�s a� conf�uence: To�a1 flaw rate = 8,784{CFS} Time o� con�entration = 8.�19 mzn. Ef�ect�ve stream area a��er conf�uence = 2.530�Ac.} ++++++++++++�+��+��++f++��+++++f+++++++++��*+��+++f++�+++++f+�++�+���* Process from PointlStation 120.p�4 to PointlStation 123,d�� **** P�P�FLOW TRAVEL TIM� [grogram estimated size} **** Upstream pointls�a�ion e�evation � 101Q.�00{Ft,f Downstream poin�ls�atzon elevation = 1Q09.$OD�Ft.} �� Pipe leng�h = 33.D0(Ft.} Manning's N = 0.013 Na. o� pipes = 1 Required pipe f�ow = 8.?84{CFS] Neazest computed pipe diametez = 21.00�In.} CalcuZated individual p�pe flow = 8.7$A�CFS} Norma� flow dep�h in pape = 13.lOtIn.7 Flow �ap width �nside pipe = 2Q.35{In.) Cri�ical Depth = 13.�1(In.} P�pe flvw velocity = 5.57�FtIs] Travel time through pipe = �.20 min. Time of concentration �TC} � 8,22 min. }}+�++f��**��+�*tt+tf+t�f+��++f+�������*�f�t�f+t�ft�ft+f+�f��+��+�+t�f P�vicess fram PointlS�ation 120.D00 to Foin�IStat�.on 123.000 **** CaNFLUENCE OF MrNQR STREAMS **** Along Main S�ream number: 2 in normal stream number 1 S�ream flow area = 2.53�(Ac.f Runo�� �xom this stream = 8.784iCFS] '�ime of concentra�ion = 8.22 min. Rainfall intensi�y = 3.88�iInIHr} �h�--E�-�--F+-f-+f+++�+++++++++++-F-h�-�-h�--E-+++++++++�+++�f++-F+++-h-h+-h-�--�+++++++�++�+ Pracess from PaintlStation iai.000 to Pdi.ntlStation 122.QD� **** INITIAT� AREA EVALUATIDN **** Ini,ta.aJ. area flow dis�ance = �.3�.0�0[Ft.J Top tof ini�iaZ ar�a] eZevatian = 1�18.Op0[Ft.] Battom [af ini�ial axea} elevation = 1016.00�[Ft.} Difference a.n elevation = 2.QQDtFt.} S1ope = D.01538 s{percen�y= 1.54 TC -- k{0.3Dfl]*[(leng�h^3]Ifelevation changey]^Q.2 �� Warning: TC comput�d to be less than 5 min.; progxam is assuming �he time o� concentxata.on is 5 minu��s. �� �nitial area �im� ❑� concentra�ion = 5.00� min. RainfalZ intensi�y = 5.099�rnIHr) for a 1�0.� year storm COMMERCiAL subarea type � Runoff Coetficient = D.892 Decimal frac�ian soal group A = Q.000 DeGimal fractaon soil group � _ �.000 Decimal fractaon sail group C = 0.420 Decamal frac�ion soil group D = 0.58� RI zndex for soil�AMC 2} = 72,48 Perviaus area Fraction = 0.100; Impe�vious fraction = Q.9�0 Initial subarea runo�f � 1.�55�CFS] Total initial stzeam area = �.3ZD{Ac.} Pervious axea fractian = 0.100 �+�*�++++�++t++++++f+*��+�+++++++t++�+++�+++f++�++t++f+++++���++�+++�+ Process �ram PointlStation �22.00D ta Point/Statian 123.�ap **** PIPEFLOW TRAVEL TIME {Program estimated siz�] **** Ups�r�am po�ntlstation elevation � 1011.70�{Ft.f Downstream paintls�ation elevation = 10�9.800(Ft.} Pzpe �ength � 2I3.�0{Ft.} Manning's N = 0.013 No. of pipes = 1 Required pip� flow = 1.455{CFSJ Nearest compu�ed pipe diameter — 9.D0[In.) Calcula�ed ind�vidual pipe flow = 1.�55{CFS} Normal �low depth in pipe = 6.88{In,] Flow top wadth inside pipe = 7.64�Tn.} Critical Depth � 6.67(�n.} Pipe flaw ❑elaci�y = 4.D�(F�Isy Txavel time through p�pe � 0.$8 min. Time o� cvncentxation {TC) = 5.88 min. +++�+�+*�+*�++f+++++�++��+�*+++++++++++++�*+��++f++++�+�++f++f++*��+++ Process fram Poin�IStatian 122.�D� to Pointl��a�ion 123.ODQ � **** CaNFL�ENCE pF MZNOR STREAMS **** Along Ma�n Stream num�aer: 2 in normal stxeam number � S�ream f�ow area = 0.32DtAc.} Runoff from this stzeam = 1.455{CFS} Time of cancen�ratzan � 5.8$ min. RainFall intensaty � A.663tInIHry Summary of stream data: Stzeam Flaw rate TC Rainfall Intensi�y No. (C�S) {min) (Tn�Hr} 1 8.784 8.22 3.$8� 2 1.455 5.8$ 4.663 Largest stream flaw has longer �im� o� concentration Qp = 8.784 + sum o� Qb IaII� 1.455 * a.832 = 1.211 Qp = 9.995 Total af 2 s�reams to �onf�uence: Flow ra�es befa�e confluence point: 8.789 1.455 Axea ot streams betore canfluence: 2.53p 0.320 � Results o� cvnf�uence: TD�al f�ow rate = 9.995�CF5} Time o� con�entration = 8.218 min. Effective s�ream axea after confluence � 2.85Q�AC.] ++++t+++*�+��++f++f++f++++�+f+++++f++�++�+++��*+++f+t++++++++++��+��++ Process from Poin�IStatian 123.00o to PointlS�ation 124.D00 rr � **** PFPEFLOW TRAVEL TIME {Program estimated size] **** �� 1Z Upstream poin�/stat�an eleva�ian = 10a9.80�(Ft.] �� Downstream poin�/station ele�ation = lOD6.2�OtFt.] �� Pipe length = 33D.OQ(Ft.) Manning's N = fl.��3 No. oF pip�s = 1 Required pzpe flaw = 9.995{CFS) Neares� campu�ed p�pe diame�er = 18.Da[�n.} Calculated indavidual pipe flow = 9.995[CFSy Narmal flow depth in pipe = 13.5Q[�n,} F�ow top width inside pipe � 15,59��n.} Cratical Depth = 19.62�In.} Pipe flow veloci�y = 7.�9iFtls} Travel time �hrough pipe = �.78 min. Time of concentration �TC] = 9.D0 min. +f+�f++++++++++++++�+�+++++++f++�++*�++++++++�+�+�f�+�++tf++++++f++�*� Pra�ess from Poin�IStation 123.00o to PaintlStation 129.d�0 **** C�N���ENCE QF MAIN S�REAMS **** The fo�aaw�ng data inside Main Stream zs listed: Tn Mazn Stxeam number: 2 Stream flow area = 2.850(Ac.] Runoff from this stream � 9.995{CFS} Time o� cancen�rat�on = 9.fl0 min. Rainfall in�ensity = 3.691{�nlHr} Summary ❑f stxeam data: Stxeam Flow rate TC Rainfall Intens�ty No. {CFS} �min) (Tn�Hr] 1 �2.955 15.99 2.690 2 9.995 9.00 3.69� Lazgest stream flaw has longer time o� concen�ra�ion �p = 42.955 � sum of Qb Ia�1b � 9.995 * 0.729 = 7.286 Qp = 50.24� Total ot 2 main streams to �onflu�nce: FZow rates beFore confluence paint: 42.955 9.995 Ar�a of stzeams before canf�uen�e: 18,86� 2.85� Results oF cvnfluence: Tatal flow ra�e = 5D.291(CFS} Time af concentration = 15.99D min. Effective st�eam area after confluence = 21.71a(Ac.} ++++++++++++�+++++�+�+++++++++�+++++f++++*�++f+�+++++f+++f+�����+++f++ Process from Po�ntlStation 124.00Q to Point/Sta�ion 127.QOD **** P�PEFL�W TRAVE� TIM� �Program �stimated six�J *�** Upstream poin�Istat�on eleva�ion = 1�06.2�D�Ft.f Downstream poin�lstation eleva�zon � 100�.30�[Ft.] Pipe length = 1DQ.OQ(Ft.} Manning's N � D.013 Nv, of pipes = 1 Required pipe flow = 50.241{CFS) . Nearest �omputed pipe diameter — 33.00�Yn.} Calcula�ed indivadual pipe faow � 5fl.241�CF5} Normal �lvw depth in pipe = 27.09{In.y Flow top width inside p�pe � �5.3�tIn.} Cx�tacal Depth = 27.97tIn.} Pipe fZow nelocity = 9.53�FtIs} Travel time through pipe = 0.17 min. Time of concentratian {TC) = 16.16 min. +++++++++++++++++++�*�f+++++f++f+*�++f++�++++�+*�+tf++f+++f++�++�++��+ � Prac�ss from Po�ntlSta�ion 124.Q�D to PointlS�a�ion 127.D00 �3 **** CDNFLUENCE �F MINOR STREAMS **** l 1 Along Main S�ream number: 1 in normal s�ream number 1 , 5�ream f�.aw axea � 21.77.�tAc.} Runvff fzom this stream = 50.241{CFS} Ta.me a� concentra�ion = 16.16 min. Rain�aJ.1. intensity = 2.675{InIHr} +�-++-��-+��-+-�+�--F�f-�I-�-E��F-I-++i-+t�-��-i--I��-h-I--F-�+tf+-�+�f-I-�-I��F-�+tt�-t+-��-+-F�-h-I-t�-+-�++�-t� Pracess fram Poa.ntl5tation 125.D00 tv Poa.ntlSta�ion �26.000 **** IN�TIAL AREA EVAT�qATIQN **** Initial area flow distance = 2�5,��Q{Ft.} Top [of initial area} e�ena�ion = 1018.8pp{Ft.} Hottom {oF ini�ial. area} elevatzon � 1015.3��tFt.} l7ifference a.n el.evatian = 3.50fl[F�.) Slope = 0.01321 s(percent]— Z.32 �c = k(o.3D�}*[ (length^3ylfeleva�ian change)]^0.2 zna.ta.a7. area time of concentration = 6.641 min. Rainfall in�ensi�y = 4.362�zn/Hr} fvr a �.00.D year stoxm CaMMERCIAL subarea type Runa�� CoeffiGa.ent = D.891 Decimal fract�.on soil group A = D.�OD DecimaJ. txaction soil group B = �.4�Q D�cimaJ. fzaction soil group C � O.1fi0 Decimal fraction soiZ gxoup D = �,84� RI index for soil(AMC 2] = 7�.Q9 Pervious ar�a fzaction = 0.1�0; Impervious �ra�tion = Q.9�0 Initial subarea zunoff = 9.315[CFSy Total in�.t�.a� stream area = Z.11Q(A�.} Pervious aa�ea fraction = �.1�D +�+++f++++++++-F-h�h�-+t+++++++++-�-h-I�+++++++++�+-�-h-►�++++++++++-h�--I��i-+t++f++++f � Process fram Paa.ntlStation 126.�00 �o PointlSta�ion 127.OQQ **** PZPEF�,OW TRAVEL TIME {pragram �stimated size] **** IIpstream poin�Is�ati.on eleva�ion = 10ID.100{Ft.f Downs�ream poz.ntlstation eZ�vation = 10�5.3aa(Ft.} Pipe leng�h = 5�.�0{F�.] Manning's N = 0.013 No, a� pipes -- 1 Required pipe �low = 4.315{CFSf Neaxest computed pipe cliameter = 9.OD�In.J Calculated indi�iduaJ. pipe �1aw = 4.315[CFS] Narmal flow dep�h a.n pipe = 6.33[In.) Flow �op width �.nside pipe = 8.22(rn,� Critical depth GouZd no� b� ca�culated. Pa.pe f�.ow velacity = 13.QO(F�Is} '�xavel time through pipe = D.�fi ma.n. Time of concen�rata.an (TCy = 6.71 min. �-++-�++-h-I-�h-I��-h a--h-I-+f++�-+�++�+�h�l-f++-�+++�-++-F�-�-h-�++-�++-��-+-i--h-I��I--f-++-�f++�-+-�+-I-�F+�I- Process from Poin�IStation 125.000 to PaintlStatian �.27.00D **** CONFL[]ENCE OF M�NOR STREAMS **** Along Main Stzeam number: 1 zn normal stream number 2 Stzeam flow area = �..11D{Ac.y Runoff from this s�r�am = 4.315tCFS] Time of concen�rata.on � 6.71, min. Rainfall a.ntensity = 4.339fInIHr} � -I--h�-++t�+++++++++++�-�-�--E�+�++�+++f+-h�-I��►-+++f++++++-��-I�+++++++�f++�--I-+f++++f+ Process from Point/Sta�ian 132.QDa to PointlS�a�ion 133.Qan **** rNrTIAL AREA EVALUATYQN **** zn�.tiaZ area flow distance = 373.DD0{Ft.) Top (of ini�ial axea} eleva�ion = 1040.Q�d(E't.} � Hottam �o� inita.al area} elevation = 1026.5�0[Ft.) � Dif�ezence in elevation = 13.5p0{k't.] 14 Slap� = Q.Q36�9 s[percent}= 3.�2 � TC = k{Q.3pQ}*[ (�ength^3ylielevation change)]^Q.2 � �nitial ar�a �ime of cancentration = �.224 man. Rain�a�� antensity = 4.520{TnIHr} fax a 100.0 year storm COMMERC�AL subarea type Runoff Coefficient = �.889 Decimal fractian sa�l group A = p,Q�O Decimal fraction soil group B = 0.�0� Decimal fraction soil group C = �.000 Decimal fraction soi� group D � O.ODO Rr index far sai1�AMC 2} = 69.flD Pezvaous a�ea fraction = 0.100; Tmpervzous fraction = Q.9QD initial subarea runaF� = 2,13�[CFS} Total initial stream area = 0.53D�Ac.} Perviaus area fraction = 0.1�� +�++�*++*�+�+�**+���+�+++�+++f++++�+�+++��+��*+++++f++f++++f++�*��+��+ Process fram PointlSta�ian �33.�OD t❑ Pain�/S�ation Z34.D0� **** PIPEFLaW TRAVEL TIME [Prpgram estimated si2e] **** Upstream poin�/sta�ion elevataon = 1019.5�0[F�.y Downstream pozntlstation elevation = 1QQ5.��0{Ft.} �ipe length = 473.�0(Ft.} Manning's N = 0.013 No. of pipes � 1 Required pipe flvw = 2.�31[CFSJ Neaxest computed pipe diame�er = 9.00{In,} Calculated individual pipe flow = 2.131(CFS] Normal flow depth in pipe = 5.88iIn.} Flow �op width inside pipe = 8.56(In.] Cri�ical Dep�h = 7.90tIn.} P�pe f�vw velocity � 6.97i��Is] Txave� time through pipe = I.13 min. Time of concentra�ian {TC} = 7.36 min. �� +�++f++++t+++f+++��++�+*�++++++++t++++++++f+����+f+++f++++�++++f++++++ Process tzom PointlStation 133.D�� to PaintlS�ation 134.000 �-"J **** SUBAREA FLQW ADDITIQN **** US�R TNPUT af soa� data for subarea Runoff Coef�ic�ent = 0.786 Decimal fraction soil group A = �.QQ� Decimal �raction soil group B = Q.aDO Decimal frac�ion sail group C = 1.00D Decimal frac�ion soil group D = O.DOD Rr index fox sa��tAMC 2} � 5g,pp P�rvious area fzactian � 1.000; Impervious fraction = �.00p Time of con�entration = 7.36 min. Rainfall intensity = 9.124(In/Hr] for a 1D�.Q year storm Subarea runaff = 0.6�6tCFS} for p.19�tAc.} Total runa�f = 2.797[CFS] To�al area = 0.7�DtAc.} f+++++t++++++++++�++�++�++++*��+�+*�+f++�+++++++++��+*�+�++f++++++++f+ Process from Poin�/5�a�ion 134.D�0 to PointlStataon Y35.D�0 **** PTPEFLDW TRAVEL TIME �Program es�ima�ed size) **** Upstream pointlstation eleva�ion = �0�6.�00{Ft.} Downst�eam paintlstation elevation = 1�05.500(Ft.] Pipe length = 60.�O�Ft.} Manning's N = D.a�3 No. a� p�pes = 1 Required pipe flow — 2.747[CFSy Neazest computed pipe diameter = 12,00{In.} Cal�ulated individual pipe f�ow = 2.74?(C�S} Normal flow depth in pipe = 8.45{In.} Flow �vp width znside pipe � 10.94{Tn.) Cri�ical nepth = 8.52�In.] Pipe flow veZocity = A.69(Ftls} Trave� time thraugh pipe = D.22 min. Time af conc�n�ration �TC} � 7.57 min. �} �S +f+�f+f�f��+�*��tf++fft+f+���**����kft�f t�ft+�f����+}tfttf+f+f+�}��**� � Frocess from PointlS�a�ipn �.34.�00 to Painfi/Station 135.n�Q , **** SUBAREA FI,QW ADDITrflN **** : CQNIIKERC�A�, subarea �ype Runoff Coefficien� = Q.888 Decimal fraction soi�, group A = 0.00� Decimal �rac�ion soil group B = a.�QQ Decimal frac�ian soil group C = 1.Q�D Decimal fracta.on soil group � _ �.�00 RI index for soa.l�AMC 2] - 69.Da Pervi,ous area frac�ion = �.10�; Fmpervious fraction = 0.9a0 Time of concen�rata.on � 7.57 min. Rainfall intensity = 4.D59(TnIHr) �dr a 100.0 year storm Subarea runoff = 0.613[CFSJ fox 0.17�{Ac.} Total runaff = 3.350�CFS] Total area = D.890{Ac.] +�-h+-�++++i-+-F++++++t++�--I-++++++++++++++++�++�--h+�-�--F++�+++-F++�--I��--�-+f+f++f++ Pzocess from Poin�IStation 135.ODQ �o Po�.ntlSta�ion 127.aao **** PIPEFLOW TRAVEL TIME [Program esta.mated si2eJ **** Ups�r�am pozntlstation elevatzan = 1Q05.50D[�'�.y Downs�ream poa.ntlstation elevata.on = 1D05.300(Ft.] Pipe �.ength = 25.O�tFt.} Manning's N = n.013 No, o� pipes -- 1 R�qua.�ed pipe flaw = 3.360(CFS} Nearest compu�ed pa.pe diameter = 15.00{In.} Calculated indi�idual pipe flow = 3.36��CFS) Normal tlaw depth in pipe = $,23.{In.} Flow �op width a.nside pipe = 14.93{In.} CritzcaJ. Depth = $,$7�In.) Pipe f1.ow vela�ity = 4.89[Ftls} Travel time �hrvugh pipe = 0.09 min, Time ❑f �ancen�rata.an (TC} = 7.6� min. �� ++f++-h�l--h-h-�-I-++�++++++++-h-h+�-F++++t++�++f+++++f++-I--h-I-+�+++f++++++�l--f--I-�-++�++ P�ocess fram PointlStation 135.a�� tv Pvint/S�a�ion I27.000 **** CONFLUENC� DF MINaR STREAMS ***� Along Main Stxeam number: 1 in norma� stream number 3 Stream flow area = 0.89�iAc.} Runo�� fx�om this s�ream = 3.364[CFS) Time of concentrata.an �- 7.66 min. Rainfall intensity = 4.Q34�rnIHr} 5ummary Qf staceam data: Stzeam Flow ra�� TC Rainfa��. Intensi�y No. �CFSy (min] ��nlHr} 1 50.241 1E.15 2.675 2 4.315 fi.71 4.339 3 3.360 7.66 9.034 I�ax�gest stream flow has langer �ime of concentration Qp = 50.247. -E- sum of Qka Ialrb 4.315 * 0.616 - 2.660 Qb za11b 3.36d * �.653 = 2.228 Qp = 5 5.�.2 9 � � �'otal of 3 streams ta confluence: FJ.ow rates befare con��uence point: 5�.2�1 4.315 3.3�0 Area of s�reams before confZuence: 27..710 1.�10 0.890 ResuJ.ts of confluence: Total flow ra�e = 55.129fCFS} t�� '�ime of concentzation = 16.1�3 ma.n. Effective stream area a�ter confluence = 23.71DtAc.) 16 �� f+f+�+�*��*��}��}ttf+�t++f+�f*�+*�ttf++f+t+�f++�f+�f+f�$+*��k��t�f+�f+ Frocess fram PointlS�ation iz�.00a to Paa.ntlStation Z36.Da� **** PIPEFLDW TRAVEL TIME �Program es�ima�ed siae} **** ❑pstream point/s�a�ian elevation = 1�05.30��F�.} Downstream pointlstatian ele�rati.on = ID05.20�{Ft.] Pipe 1eng�h = �.5.�O�Ft.} Manna.ng's N = �.013 No, of pa.pes = 1 Required pa.pe flow = 55.129�CFS} Nearest computed pipe diametex = 36.00{rn.} Calculated individ.ual pipe flow = 55.129iCFS} Normal Flow d�p�h a.n pipe = 29.91��n.} Flow top wid�h insa.de pipe = 27,OdtIn.7 Cri�ical l7epth = 28.91(�n.} Pipe f�ow veJ.acaty �- 8.7 8 L Ft1s} Tzavel time through pipe = D.03 min. Ta.me of �oncentration (TC} = 16.19 min. End af compu�a�ians, total study area = Z3.71 {Ac.J '�he fallowing �igures may be used for a una.t hydrograph study of the same area. Area averaged pervious area �ractiontAp} = 4.529 Area averaged RI index numbez = 70.5 �_� �J �7 Riverside Caunty RationaZ Hydrology Pragram C�VILCADDIC�VILDESIGN Enqineering Softwar�, �c} 19$g - 2p05 Version 7.1 Ratzonal Hydrv�ogy Study Da�e: 11/031�6 Fa�e:ARANP�00.out -----------------------------���__��------��---------------------------- GATEWAY T❑ �EMECULA P05T-PR��EC� CONDTTI�N �NS�TE HYDROLaGY RATIONAL METHDD ANALYSrS. 1a�-YEAR STORM EVENT - NQDE 128-131 FILENAME: ARANP100 ------___..__.�....__----------------------------____--_--------------------_- ********* Hyd�vlvgy Study ControZ Infarmatzon ********** English {in-1bJ []nits us�d in input data file Program i�i�ense Serial Number 6269 ---------------------_-------_��......�..---------------______........_____..__....__ Rational Method Hydralagy Prog�am based on Riverside Caun�y Flood Control & Water Conser�ra�ion Distra.ct 197$ hydrology manuaJ. Stoxm event [year] = 140.00 Anteceden� 14loistuze Candition -- 2 2 year, 1 hour precipi�a�ian = �.58�(In.} 1ap year, 1 hour precip�.tation = 1.300{In.} Stozm event yeaz = 1�0.0 CaJ.cu�.ated xaa.nfaJ.J. intensity data: 1 hour intensity = 1.300[TnlHry Slope af intensity dura�ion cur�e = D.55�0 �^ 1 +++++++++++++f+�+++f+-�-h+-f�-�-i--�++f++�f++�++++++-F++++f++++-F++�--F-�-�-h-h+�--h-h�--h-h ProCess fram Poin�/Sta't�.on 128.D00 to Poin�IS�ation 7.29.oao **** INITIA�, AREA EVALUATION **** Initial area flow dis�ance = 213.Q�0[Ft.] Top {of initial area} elevation = �.�20.200{Ft.) Bo�'�om (vf ini�ial area] elevatian = 1015.9DpfF�.} �ifferenc� in �Ievation = 4.3D0(Ft.} Slope = 0.02Q19 sipercen�]= 2,Q2 TC = kt0.30�]*[{length^3}�[eleva�ian �hange}]^�.2 Initial area time o� cancentzata.on = 5.591 min. Rain�all intensity = 4.795(InIHr} �a� a iao.o year s�orm CaMMERCIAL subarea type Runa�� Caefficient = 0.890 Decimal fraction soil group A = �.��Q Decimal fraction soil group B = �.000 Decimal �rac�ian sail gxoup C = 1.�D0 Decimal Erac�ion sail gxoup D = 0.�00 RI index for soa.l{AIvIC 2} = 69.OQ Pexvious area fxa�tian = 0.100; Tmp�rvi.ous fraction � D.9D0 Initial subarea runoF� = 3..579{CFS] �otal initial s�ream area � �.370{Ac.} Pervious area fracta.on � �.100 f+�++++++++�+++++�++++�1-�-�-�-h-F+�-+++++�f++f++-�+++++f+f++f++f+-F�--�-�-�I--h-h�I-�--h�-�- Prvicess frQm Point/Stata.on I29.OD0 �o Poin�IStata.on 13�.000 **** PIPEE'I��W TRAVEL TIME [Program estimated size} **** []pstream point/s�a�ian el.evation = 1011.600(Ft.J �� •, 17owns�ream poin�/s�a�ion elevation � 1008.7�0{Ft.} J Pa.pe �.ength = 137.QD i Ft.} Manning's N = Q.�].3 � Na. a� pipes = 1 Required pipe flow = 1.579[CFS} �� Neares� comput�d p�pe diameter -- 9.�D[In.] Calcula�ed indi�idua� pipe flow �.579iCFS) NormaZ �low depth in pipe = 5.32�In.} Flow top w�dth inside pipe = 8.85�In.] Cz�tacal Depth = 6.9A(�n.y Pape f�ow velacity = 5.8�tFtIsJ Travel time �hrough pipe = D.39 min, Time of concentra�ian (TCf = 5.98 min. +f+��+*����+�+�+*�++++++++++++��+*�++++++++++f+++++��++�+++�++�+�+*�*+ P�ocess from Point/5�a�ion �29.000 tv PoantlStation 13D.D00 **** SUSAREA FLOW ADDITION **** COMMERCIAL subarea type Runoff Coeffic�ent = 0.89� D�cimal fractzon soi� group A = �.0�0 �ecimal ��action soil group B = D.�00 peGimal f�action soil grvup C = D.82D Decimal fractian soil gzoup D � 0.18� RI index for sai�{AMC 2} = 7D.08 Pervious area fract�on � O.iao; Impervious �rac�ion = 0.900 Time of �ancen�ratzon � 5.98 min. Rain�a�� antensity = A.62D�InIHr} for a �00.� year s�orm Su�area runo�� = Q.822[CFS} tor 0.2Q�[Ac.} Total runoff � 2.A�2�CFS] mo�al axea � �.57��A�.} ++++++++++++++++f++�*��++++++f++�++++��+*f++++f+++++++++�+++�++�++++f+ Process �zom Poantl�tation �3�.�D0 to PointlStation 131.Oa0 **** PIPEFLQW �RAVEL TIME [Progzam estimated sizef **** Upstream pointlstation elevation = 10�8.7D�[Ft.} Downs�ream pain�Istat�on elevation = 1007.500(F�.y � Pipe leng�h = 122.DOtFt.} Manning's N � 0.013 Na, of pzpes = � Required pipe ��ow 2.4n2(CFS} ��� Nearest computed pipe diameter = 12.0�[�n.) Calculated individuaZ pipe flow = 2,4�2{CFS} Normal Flaw dep�h zn pipe = 7.25tzn.} Flow �op width inszde pipe = 11.74[In.) Cr�tzca� Depth = 7.96(Tn.) Pipe ��aw ve�ocity � A.89(Ftls} Travel time through pipe = 0.42 min. Time of concentra�ion �TC} = 6.4Q mzn. f��$+*�f**�*�����ft�++ff++ff���+�f+tf++ft�+�f���+�f+tfft�f++�f���+�*�� Process �ram Point/5tation 130.000 �v Po�.ntlStation 7.3�..ODO **** SCIHAREA FLOW ADDI'��nN **** COMMERCYA� subaxea type Runaff Caeffici.ent = 0.89Z aecimal. fractian soil grvup A = O.00D Decimal fraction soiZ graup B = �.D00 �ecimal frac�ion soi1. g�oup C = p.A10 Decimal frac�ion soi1, group D = 0.59n RY index �ax sail{p�lC 2} — 72,54 Perva.ous area f�action = a,l��; Impervious frac'tion - 0.9�a Time af �ancentra�ian = 6.40 min. Rainfall in�ensity = 4.454[InIHr} for a 1D�.� year storm Subarea rtznoff = �.150�CFSf �or 0.290tAc.) Total runoff � 3.551[CFS} Tota1 area � �.85niAc.} End of computations, �o�al study area = 0.86 (Ac.} The following figures may be used �or a unit hydrograph study af the same area. Azea avezaged perviaus area f�a�tiontApy = d.�.QO Area averaged RI index number = 7p.A �� � � - APPEND�X C: HYDRAULIC ST�RM DRAfN ANALYSIS � � � � APPENDIx C."I� CATCH BASIN SIZ[NG CALCLJLATIDNS �� � �IVorksheet fvr Catch Basin #2 � ,...... ._..... ....__......�....�. __. _...._.... . ........_... .._... ......_..... .... -.....__......_:...._._._.___...._...._...__...._.......... ....._...--- -- - -. --�-- - -----. --._...._...........-� � ' Prajec#Descrip#ivn . ,..__._._....�_...._.....__....w.........._.....�. u.. � -...._._..._. ..................... .._......_._................_..........�......._..._......_,...-- ...._.� So1ve For Spread _..... ........ .... .... .......... .... ....._ ...._._..............._.._._... ..........._.._.....�..._... .�_..... ............ ......_ .._.... ........_ ...__..._.........._......._............. --- .. . ....._.._.... ._ [nput Data � � _..._.....__...._..............___......_....._ .__...___ .-- ... ...�..........� ... _,.. . . . , , Discharge 2.9� ft'Is Gutter Width �.�0 ft Gutter Crass 51ape a.�8 ftlft Road Crass 5[npe D.Q2 ff/ft Curb Opening��ngth 4.0� f# Opening Height �.8� ft Cur�Throat Type Harizontal Lacal Depress9an 4.00 in Local Depression Width 4.00 ft Throat Incline Angle 90.OQ degrees ;._....._.._........_.... _....__........_. .._...._�.._...... ....... . �..__ .._. _........._. ....__.. ....._._...�._._....._............_........ ._ _.�.-- -__._.. _...._�...__... ....._....._....., . Results i . .._.._�_.........._ . . �...__.... _.._. ...- -- ._ ..... .... _.._..._ ..... ._.. .. _� _. . _.. __ . _.. ..-- __.... ._ .-. ..._�._.._...._ ........_ .�. _. .�.. ......._ .. _.� Spread 1�.58 f� Depfh 0.3G ft Guffer Depression Q.13 ft Tatal Depress9on Q.46 ft ��� 8entley 5ystems,Inc. Maestad Methads 5ofl�'rAie��Fd�Mastar V8i�SELECTseries iJ [a8.1^�.01.03] ��' Sl512�16'f:33:21 PM 27 5iemans Company Dri�e 5ui#e 2Q0 W Watertown,C7 Ofi7951JSA +1-2�3-755-�6Bfi Page 1 af 1 V1�orksheet far Catch Basin #8 � .._...._...... __...�_.. .... .... . _...._ _._......... .........._�..... _--............._...._._...... .........�......_..... _....._...._........___...__.... ......_-- ..._. .. ._..... , � Project Descriptior� � � �._......_.........._......_....._.........__......�..._ ........_._.._. ._...._�....._...._................_..�_.._..._...u_... ......._..............:....�......�..........._:...w..,._.._ _...__._...._. .,_..... ....w........__....._....._ ' SQI�e�Qr Spread :...__....._.....__... ........_...... ...... .... ..........,. ........._ .. .._._...... ....... ......_. ........................_..............,.._.._.._.........._.... _.. ._.. .... ......._ .... ._ ... .,.. :Input Data � ._...._ .�._.. .--�--., .._......_..........:......_........_...._......._....._....___ .�....._.v. .. _. . . - .--. _................__ ...._...... . �.._._ ........_............ ..._ _. .... � Discharge a.fi5 ft'Is Gutter Vllidth 2.U0 ft Gutfer Crass Sfope D.08 ftlft Road Cross Slope U.D2 �{� Curb�pening Length 4.0� {� Opening Height 0.83 ft Curb Tnroat Type Horizantaf Lacal Depressivn �.�� in Lo�al❑epressivn Width Q•n� ft Thraat In�line Angle 9d.flD degrees ............._.._... ._. ._._._.__._._.._. .__.._�_......__... ....._._..._....._.... ...._................_. ..__ . _ _ . . _.. .. .._._ __.. __ .� _........_......_..._...__ ----_.__... ..: ;Resul#s � ._�......._.. .._ ...._... .... .... _._.._.._ . _ _.... .........:.... _....... ._. ._........ _.. ._._..... ......_........._...._ ...___ � Spread 5.57 ft Depfh 0.24 ft Gutter�epressian 0.�3 ft Tata]Depressivn 0.13 ft � � �� 6ent�ey Systems,Inc. Haestad Methods SoB.di�1��EhterMaster V8t�SE�ECTsertes 1� [08.1'1.01.03] � 4 1141201 8 3:'i'i:3$PM 2T 5iemons Campany Dr[�e 5uite 20fl W Watertown,CT'p6795 U5A +1-2p3-755-1fi66 Page Z of 1 Vl�vrksheet far Catch Basin #'!'I � � ..._......_... __....�....._............_. .._. ......... ....... ._......... .�.. .........�.�_._. ._............ ..........._...._.._..._......_...._..._..........._ ...... ... - ..- - -......_....... _......._.... ` ' Prolect Des�ription , Solve For Efficiency ,..........__._.............__....._..._....._. ...._................. ... ....._ .. ...._._._._...._....................... ........ .........._.._.,... ......._........... .......... ;lnpu# l7ata -. . . . . �_ ❑ischarge 0.2d it31s Slvpe a.a2400 f#Ift Gutter Width 2.D� ft Gutter Cross Slvpe fl.U8 ftlft Road Cross SfvPe �.U� f�1ft Rough�ess Cveffcient D.U15 Curb�pening Length 4.DD ft l.oca!❑eprassian 4.OD in Local De�ressian Width 4.fl� ft ...._...._.._.. _...._ _.�_....�..._... ............... . _..._ _._ ..._� . _... v.. �.. . . : _ . _ .-- . _. ..._.. _....... . ......_ ...�.. .�.�...... .... ......... _._ .. _; Results = ,._.._.:.._................. ................_..._............................._._..:......................._......_....�....�_._...........:..._.......�......_.................--................._.._...._:.........._:................�...........�...�_.....:......:............_................._.._...:�..................._.......__. ...._...........�......_�j Eff[Ci�:ncy 99.83 °Io Interc�pted Flow D.20 ft31s Bypass Flaw D.O� ft31s Spread 1.34 ft Depth 0.9'E ft ' Flow Ar�a 0.�8 ft2 �_�� Gutfer De ression 0.13 ft � Totaf�epressian �.46 ft V�locity 2.6T ftls Equi�alent Cross 51ape Q.13498 ftl�t Length Factor D.97 Tatal Interceptian E.eng#h 4.12 ft � '�, Bentley 5ystems,tnc. Haestad Mati�ods 5o8�idtke��htsrMaster V8i�SELEC"fseries 1� [Q8.1i.01.�3] _� 5�5120"i61:34:'18 PM 27 5iemons Cnmpany Dri�e 5uite 2U0 W Watertown,C�'Q8T95 11SA +1.2D3-755-16fi6 Page 1 nf 9 Warksheet fvr Catch 6asin #'I Z �� .._..._.. ............... �...... ... ......... - ......_......_..........._........_._...._... .._......._....__._.____._..�.._._._...�............ --- ---- ._._ ._---.;.. ..--.........._....._......- - -.--....., � 'Praject Descrrption 3 ,.�......................................._................................._.....�................._.,....__......__...._. .................. E Sol��Far Spread ;._._._...._.....__...._ .......... ...._........ ................._.....�..._..---.... . ..... ........... . _.... ............_... ........ . ... ._..... - ...._......_.... .._.. ......... ...... ...._ ... ... .... ... :Inpu�Data � � . ..__.....�..�..__.....�_...._....._...............,.._.�...._......_�..._...w_.___... . Dis�harge 1�.1 a ft�ls Gutter Width Z.00 ft Gutter Cross Slape a.08 ftlft Road Crass 51vpe 0.01 ftlft Curb�pening Length �O.DO ft ❑pening Height �.83 ft Cur�Thrvat Type Horizontal Laca�Depression 4.00 in �.ocal Depression Width 4.�0 f{ Thraat Incline Angle 9�.Q4 degrees - - _ _ .._ _ ... . . --- _...._..._....... ....... ..._ ._._._..._. _..._.._..._ ._...._.._.._._._.... .._ __...._.. _... _�.. ___...----_.._.._- - - -- .__.._..... 'Resuits . . ; 5pread 32.99 ff Depth �.54 ft G�tter C]epressivn fl.�4 ft Ta#al❑epressi�n 0.48 ft �' � ; '� Bentley 5ystams,Inc. Naestad Methods SoBAirihe�Eht�rMaster V8i�SELEGTseries 1} [08.iZ.D'I.p3] �� 5I512016 1:3a:2a PM 27 Siemons Campany Dri�e 5uite 2a0 W Watertown,CT Ofi795 USA +i.z�3-T55-1fifi6 Page 1 of i � Wvrksheet far Catch Basin #'I� �, _.� ..._...._........._......---._... _...... -_.... . _ _..____....�_.__._..._....�_.................._..._...._.._.............__.........,..._._...._._.._..._._..._ .._.. ...�....._. ._._..... ...------ _._...._., ;Pro�ect Deseription � 5vlve Far Spread :_......_..._...... . ............ ...... ......................................... ......................................_.-- ....._......_.._.........._..... ...............,. .- ... .._....._...................... ...,__ ...� :Input oata � . ._...... .___............._.. .... .-......_..:...... v._..._._. _.�_._.. .._._.__.._ ...._...... , ❑E5C�18fg� �.7� ft3�5 Gutter Width 2.�Q ft Gutter Crvss 51ape 0.48 fflft R�ad Crass 51ope O.D2 itlft Curb Opening Length 4.00 f� ��ening Height 4.83 ft Curb Throat Type Horizontal Local Depression 4.00 in Local Depressian Wid#h 4.�0 ft Throat[ncline Angle 9d.fl0 degrees ;._....._._ _.... _- -- --........._.__. __ ._.... .._..._.... ........_.-- . ___.. _. .._�...._.... ---.._...._............._._..._�_.._.__._... _._. .�................. . -- ..__ ._. _._._�...; _ Resul�s , . . � --..............._..._ .. ......._.....�............ ..__ _..._._�... ._.. �. .._. . , 5pread �3.7� ft Deptn 0.40 ft Gutter Depressian 0.�3 ft Tota1 Depressian Q.46 ft ��� r y Bentley 5ystems,Inc. Haestad Methods SoBdirihe��M�rMaster V8i{SELEC7series 1] fQB.'11.01.03] �� 5f5l20161:34:30 PM 27 Siemons Company Dri�e Suite 200 W Watertawn,CT 06795 USA +1-2p3-755-1fi66 Page 1 of 1 Vlrorksheet for Catch Basin #'�4 � � ... ............. ......�.... ..................................._. ..._.._.._..._._......._....._._...._......_..._.�..........__..._...........�..__.._. .......---.__.._ . ....-- ..._...... .........._....._ ... ... ' ' Praject Descrip#ion � :..................._....._...........__....._...._......_...........:....:.....:.._............._......._......_........._............._. ._...._....................._........ ......................._...........w......._ . . . E �........................... .. ' . . ... . ... '. ...--.-...-.... SQfve�ar Efficiency ............... ....... .......... ._.._.. ._......._..... ..... ........._...�...,�_.._........,_...... - ..._....._.......... .... ............... ._...__................._.......... .... ..._ ......_.... ....._,....__._. ;lnput Data ..k Discharge �.39 ft'Is Slape O.fl3000 fUft Gutker Width Z.�a ft Gutter Crvss 51ope U.�8 ftlft Road Cross Slope D.�2 ftlft Roughness Coeffi�ient �.D'I5 Curh�pening Lengt� 4.�a �t L.o�al Depressian 4.�U in L.vca!Depressian Width 4.�0 f# _�_.._._.... ... _.._..._._.,..._ ... ..._ ... ... ............_..�. . ........ , _. ,... _......_ ......._. . .._...... ... .._..._...__.._. . .. .._ _........_._._ _.. . . .. _ .,.. � ....;_. � �Re.sults , :._......._...._...._._............_... _._..........._...._...._..........._...._:........... ....:.........._ ..... ... _.... _.. ... . _,.._..__.... .. ._ .............. ..._......_...... ._.......__ .._.....__...... _._.... .... _... ..., Efficiency 92.08 °Io Intercep#ed�low 0.�9 ft'Is Bypass Fl�w 0.02 ft'Is Spread 1.52 ft Deptn �.93 ft Ffvw Area 0.10 ft2 ._� Gutter Depressian �.13 ft Tvta1 Depressian 0.46 ft Velacity 3.23 ffls Equivalent Cross S[ope 0.13498 fflft Length Factor a.T6 Total Interception Length 5.29 ft ' Bentfey 5ystems,lnc. Flaestad Methods 5a�idhe��htwMaster Y8i[SELECTseries'I) jD8.1'i.01.D3] �� 515I2U'Ifi 1:34:35 PM 27 5iemans Campany Qri�e 5uite 200 W Watertown,C7 D6T95 U5A �1-2Q3-755-1Sfifi Page 1 of 1 Vlforksheet far Catch BasYn #'15 � ...__. ......._... ._.... ........_.._....._..._.......__....._...... _............_._...._......... .._....._..._....................._..__.... .. ....._... .. ... .. .- .._...................._...........�......... .. `� ' Project D�scription :�...._......_...._..........................�....�_...._.._. , ......_............................. ._....._,.._ .......... ......-.......-........._...............�..........._............-.....�......�................�....._..�......................�..-..........-,........-�............._....E Sal�e�or Effciency ,..._ _... .._ ....._.... ..._ ......�............... ... ...... .._............ ...... ._.....,._...... .�. ..._.._........_....._.. ...... ....� ..... . ..._..--...._... ._... ._,._ . _... .. . . . - . _.... .... .. _ ..............� ;Input Data ; ....__. .._......_.......�. .�.. ..._.._.�.�..._..._._...- ...__..........__..........__.._..._�..._._ .._�_......_.._. ----....__......_...............� ..__......_..-. �-� ....._.. .._.. ._._....._........ .........._...__...._................_.; �ischarge 0.34 fkals Slvpe �.030QD fflft Gutter Widfi� 2.OD f� Gutter Crass 5lope Q.08 ftlf� Rvad Crass Slope �.�2 ftlft Roughness Coe�icient �.015 Curb�pening l.ength 4.00 ft LocaE Deprassian �.�d in Local Depression Widfh 4.�� �# :_........__....._...._.._._. ...._.._.. _�._. . _..._.._......�.. .. __..........�... ..... .... ....�..._............_...... ... ._ ,.... ._. ..__. ...... _.._. .. ..... _. ._., Results ; �fficiency 9Q.32 °Io Infercepted F�ow a.31 ft31s Bypass�Iow D.�3 ft'Is 5pread 1.57 ft De�th �.13 ft �� Flow Area U.1 U ft� _.. Gutter Depressivn �.13 ft Tatal❑epression �.�4fi ft V�lacity 3.3� ftls EquivalentCross 51ope D.93498 ftlft Length Factor �.73 Total Intercaption L.ength 5.5U ft �� 6entley 5ystems,Inc. Naestad Methods SoB�iri}efcEf�darMasterY8i(5ELECTseries 1y [08.91.OZ.43] 515120181:34:41 PM 27 Siemans Cflmpany Dri�e Suite 2Q0 W Watertawn,CT 06T95 L1SA +1-203-755-iB6fi Page 1 af �i V'Vorksheet for Catch Basin #'18 � .�. �......._..---.......�.._...._..._...._.. �..�......................._._ .w._........._. -._.... �.. ..........................._.._.._.__..�_......_.. ._..........-........_..... ...._.............. ..._._.... � Proje�t Description � � :...............�......._ ..._......._.......................... � 5alve For �fFiciency ....... .._......._.... .. _... .. .. ... _-.. .. ....... ........... .._...... ..._...._ ..........._...._..._ _.._.. ........ .. _ _ .. . ......_._ .._... _..................._. .... _.... . _. :Ir�put Data . ....._ .. , _.; Dis�harge a.61 ft31s 5lope U.0560Q ftlft Gutter Width 2.�0 ft Gufter Crass 51ape �.a8 ftlft Road Cross 51ope �.a2 ftlft Raugnness Coefficient �.a�5 Curb Dpening Length 4.�� ft Lacal Depression 4.4U in Lv�af Depression Width 4.p� �} __...... ......_. .._....._. ..._... ...._... . .._. �.. ......_.. ... _.__....�... ................ .......... ._._.. ...... _. ....._.._.. ....._.. ..,- . �... _. .... . . ....... ., Resulfs ; Effciency 68.26 °/o Intercepted Flow D.42 ft31s Bypass Flaw Q.9 9 ft31s Spread �.74 {� Depth U.14 ft �� �low Area D.�3 �� ___ Gutter Depression p.�3 � Tatal Depression p.q.� �# Velocity 4.84 ftls EqUi�alent Crass 51ope Q.134gg ftlf# Length�a�tor p,47 Tata1]nterception��ngth 8.48 ft Bentley Systems,Inc. Flaestad Methods SoB.�irile�EM�MasterV8i(SELECTserles�y �08.11.01.43] � 111�412Q�6 3:13:�9 PM 27 5iemons Company Dri�e Suite 20�W Watertawn,CT 06T95 USA *9-2�3�755-1666 Page 9 of 1 VV'orksheet for Catch Basin #'19 � --,.---.._......._........ _... ...... ..._.._.._..._.._......__.. .. ..._..._....... ..._.w... .- �---..._. _._..._._.... ..----...._..... .. -. .................�.. .._.__...__ .... . .__�......�--- • . �Proje�#Description .. . :.._...._.........._......_,....�_..., ....._._....,...... ....... � 5al�e For �fficien�y ;..,_......_........_......._._...:......,... ....._.... .... ._..._._.......__......_... ........... ._...............:. ......_ ._._.._.. _..._..........._ ..,_..................... .._ ..............__.. .._ ..... .., Inpu#Data � Discharge a.61 ft3�s Slope O.USfiUD ftl�t Gutter Width 2.�D f� Gutter Crass Slape O.Q8 �tlft Road Crass Slope �.�2 {�ft Roughness Caefficient D.015 Curb❑pening�ength 4.00 {{ �.acal�epression 4.flQ in Lvcal Depressian Width 4.00 ft ...._...._...._.....__...�._........ ........., ... ......._... .. ... .... ...._......_._.....__...... _ _ ._ ..._.�_.....� . . .._... ........__....... ,. . .... ...._..._._.... .. .......�.; Resulfs ..__.._.__..u.�.. ...�. .._...._. .._ . .....__ . .._. ._... _.................... ..._.........._....._.� ....-. ...._...._.........�..._. _.... ._�. ._ ._.. ..:_..._....................... .�........ ._.............w, ........._._...... ; Efficiency 58.26 °Io Interce�ted Ffvw 0.42 i#'1s Bypass Flow 0.49 ft�ls 5pread 1.74 ft ❑epth 0.�4 ft � � Flaw Area �.93 ft� _� Gut#er Depression 0.13 ft Total❑epressian Q.4B ft Velo�ity 4.84 ffls Equ��alent Cross Slope D.�3498 fkJft Length Factar 0.47 Tatal Interception Length 8.48 ft �� Bentley Systems,Inc. Haestad Methads 5o8�iri}e�EfdvxMaster V81[5�LECTseries 1j [48.1�f.Q9.Q3] 111al2016 3:'12:46 PM 27 5iemons Company Dri�a 5uite 200 W Watertown,C7 Ofi795 U5A +1-243-T55-166fi Page 1 af Z �� APPEND[x C.2� ❑ROP INLET CALCLJLATI�NS �� � � � n � � v o 0 0 a � � � � o . � i� � � � E u E � � � � � � � K L � -� -a •� -v •� � z� .� � m m .� �I �� � Q� Q� L Q� L' �►... �} L �L �"� L � � � �--� '�--+ i--+ *-+ a--+ m � � �F � Q �f- Q Q y'_' Q Q � �..} Q C �� n � — a o v v � � n�i •� � � � � �� � L Q � (Q �N Y � � � C � n n � � � ❑ •GJ C � � � r�-1 ►f1 �!'1 � lI7 lI] r�l �y I1 '= rl � �-I r-I � rl rl � ri d Q Li3 ~ � J [V [V 1 . �m m � a m �o � m d� r� � � c oo cD cr � oo � m n m � m n � �r rri ri �i o ri � a a ri a o � m oo = � �n �n �n �n +n u� � �n n n �n v ni v o 0 o v o 0 0 0 0 0 M �� n _ � U � � rn � oa ni �n rv d• �r m r� � � 'n �n d� �n oa � m � m � cn � V p� � cri ri ri o ri n � o o ni o � � � rv Q � Q � � *' �' sr� cr� Q � Q � Q Q a� m Q � a Q Q a `� Q Q F-- !— � � [— � � a a � � � g ¢ ¢ g z c J v v u g u g � � � � � � � � � r� . /"Y f 19 � r.i � � a, � °3 � m � �.n �v n a� o ° � °�° o � � � o �� APPENDIX C.3: E3CI5TING 24" CMP FRICTIDN SL�PE CALCLJLATIDNS � �_� � W ;"� y N � � _ � n � r N � W � N N � o a � z w c� � a LL Q W e= 0 U ~ O 00 U � � O � J Z,r Q W � � � U � o M ►► W � J � Q � � a H � o Z � o °� ' � � � Q . � �- � W Q � _ = � � i � a � �' � � � � � r _._� � ,� � � .� o W r � ,� � a � 2' T i � � �� Z WW � � � � � N ao � � � N a �' � � � W 0� �- � � a Y � r Or � JW y o r.c� in o c � Q s�t c� o �r, Q p� nt o � .= cv � _ Z az � N N u � p„ W � o o c � J � aa � N V a o v� o. o � � � a d' � i N N � Z H Q Q � � N � 7C � � � W �- ��I � APPENDIX C.4: LINE "A"�IVATER SURFACE PR�FILE GRAOlENT CALCLJLATIDNS � --ENTlRE SYSTEM 1, � ; 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C�1 W W �l W a � � �� o o � � � �, � � -x u7 � � ,-� �-I � ra 3 � � Gy �k � �� ; APPENDIX C.5: LATERAL "A3"WATER SURFACE PROFILE GRADIENT �� CALCIILATIDNS �� T1 GATEWAY T� TEMECULA p � T2 Z00-YEAR HYDRAULIC ANALYSIS � T3 FILENAME: LATA3-REACHI � SO lOD5.9301006.410 1 1013.198 R 1043.2�01006.6D0 1 .Q13 .�OD .000 0 R 1Q59.55a1pp6.683 1 .013 41.6I0 .OQp a R 11�8.OpQ1Q07.12� 1 .n13 .000 .000 p R 1�7�.5801007.24Q 1 .OI3 �6p.096 .�QO � R 1210.760�Oa7.439 1 .013 .�4� .0�� 0 R 1242.�3fl1�D7.74D 1 .013 .�QO .�DO 0 R 1272.3D010D8.D40 1 .013 77.082 .0�0 � R 1315.4001008.470 1 .013 .ODO .ODD 1 R 1333.38QIaD8.65fl � .�13 -45.786 .QOQ Q JX 1337.38d1dD8.69fl 3 2 .013 1.220 ���9.09� 90.Q -1�.�86 R �350.74�1D08.$30 3 .013 -34.Q21 .QO� 0 R �356.3601008.99Q 3 .0�3 .000 .�00 � JX i��1.0301009.54D 5 4 .�13 2.97Q 1009.7Q� 9fl.D .0�0 R 1379.3DOlOD9.62D 5 .�13 .D00 .00� 0 �X 1383.97p1�09.67Q 5 4 .013 2.80D 1Q�9.89D 45.0 .flOQ R 1397.070101�.590 5 .013 .000 .0�4 � R 1423.$0�1��2.33� 5 .013 �68,Q6$ .000 � WE 1423.80Q1a��.33fl 6 .250 SH 1423.8�D1D12.330 6 101�.330 CD 1 4 1 .000 2.500 .a�Q .�QD .00� .04 Cn 2 4 1 .00a 1.5aD .�0� .000 .�00 .Q� CD 3 4 I .000 z.�ao .DO� .OQ� .000 .0� CD 9 9 1 .Q�� �.5�0 .ODO .000 .OQfl .�� CD 5 A 1 .aa� 2.00a .OD� .000 .000 .�� C� 6 2 0 .DO� 9.610 4.O�Q .�QQ .O�Q .00 Q 13.6�D .� � �l ,� �x fa� .� � d o a o a o a v a r-3 � �% .�..' �ri CJ * . . . . . . . . . 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UzQ C] c, zo C] c, zo � o 0 0 0 � � � � � J � Q.' J � �.' J � LL y �„ LL y .,,,�, LL �I} � LL' 1— o ti- ;�ui LL' I— r� o V- I— o � �— � � � �^ � � N N.' I�L � � � LL � M j.�. � �'? N � 00 Q ,:.N::: � > > d � O > > � N �J V � o � tV. w e- Q � Z � o =o. � z o v � Z a � Z a J t- e-� '::e-: e-� r e- r �r �r �r �r Q � p~�r � � M � � n ana � � o�o � � r W a � � a a o � � � � o � � � a � � � p � �[ ? r r r J ? � r J ? r J Z r � � W cc N aa � W o o � W o � W � ..J � wa �, M � � wa � u� � wa �r � wa M � a � e o o � n' 0 o a a � N a0 0 ^ � o o a ^ a �y o v ^ a � o ^ a- �j o V V U V W W W W a � � � a � � a � a � a � a o o a Y o o a Y o a Y r'� t" e- e� r e- r � .-. � .-. yy �D �i M � L�[ N .� i�1 ,� p L1 C3 1� r L1 C7 M L� C3 C1 RD � M N LV � � � � d' � C W }_- tp r � W I--� 00 n! W F=- � W H o0 � (� i+7 [! � a (� e- 00 a (� fp (r� tA aW N a � aW r i° aW � aW � J J J J ,RW, Q o0 00 0o a a oa oa a Q oa a a c•� � s- r r Q r e- � e- � � a. a a a Ga m 4 W m m m W c�� sy� w N w Q � � � � � ~ � � H y H m [!i J J J m [I� � � Q N � y � � a N cv � � o ,. ,. a Q � a � a � W '� u? eD � W � ca � W eD � W � � N � T ! T L � (I� T T L N (/3 � ` N �,/� '(+y � ❑ � � � � � � � � � � ❑ � 4 � O � � Jr r �r J r r J r J r G� O tV.. N. 00 C9 W oo '�!; o. :o W � W pa N �7 � 47 cfl: ::tfl N U1 � N U7 d� � � r r r r�- � t" � G � O Q O. .C. � O r r r. ;.�e-� � r WM [h C7 M W r W � m �n o o � o u] c�o � N a c1� N rN1� v o � o o � o r o p � � � a � a W �]J W N �j o d c a N tj o N v o u� �n � � N �n v7 �n � LL N r r r � � L�j � LL C�j W W W o v o L� C) U � � � �' p � cy co cv � p n F"' � c� � oo a c o V r� ti o aw c c; � a ow � ow v ; = o c c o ; = a � = o .-. J �, J � J �, � � r M s� M � �'_' � � F' M � 0 N r N r � � ti � � r � W � d' ;"'] � W � �—' W � Z � Z � Z� � N � � W � � W F, W J L� � zo L� � zo L3 � zo � � � � J � � 4J � LL � � , LL N � � N � H cv 1� '_:�::�` ;:. ;: �+ � ee �" H c� � LL � c� et; :st;:: :`::te�,.:`. LL �+ � LL � cfl � N W 1� !• oo;; :oo; � = W e�a N W Q � �r/� � � o v o: :o.: 7 a ��A � 7 a Q V+ Z � �r <'��, �.`�,r,.:. � 2 s- V� Z e- _� � � — �� .... � ^. Q � � � � � � � � � � � � W � 0 � o o a o � oj a � O � o � J Z o o � a J Z o J Z Q r r r r r r " � W O o 0 o V- W � L�- W qp J = a J a o 0 0 = a � r`r'• = a J � a Q a a � o � o � Q y a v o o O a N o � a N o W W W � N N N O a Q A p � Y Lfl �G 1�D li'? ,� Y I�J �� � 47 W N N N r i,lr �r � � .-. .--, .-. C O C fIJ O � �"7 M a N � p � � � r r r � � r � � [- �r- eQ � F-� a� a C� °D � °° n a �7 � a � � a J � M ! er� p. W N p, W eri . J a a N N i��i � � Q T aW„ Q oD a � ao ao � W a a a a w �° W a , � a a � � � J J J J m y J N � �r7 � �i! a a ' � u, � � � � � W � a � a W � N t1y r� d� u� to rr vi y e� � �/y � � � � a v a o � � � o a �r v J r we-� e-� r J r V t-� er � u� oc � W tq r�: W co W r _ � r � _ � � _ � o �, � Q a. r' �": � r W p � W � W Q U7 N r r N � N � � o a a o O o 2 2 2 NCj a o NLj o � W � � N � N U � o � � r o � �; oLL N W W W {a L.� L] U � o a v � v Cj � c� � W a v O W a D W v W = � � W = a W = Q 7 � � .-. J � J � J � F- � � v � � � v � � v � 2 W N N �"" W N � W o0 0 7 Z 7 Z 7 � L7 vza L� Uz °- L� ~ 2a � � ~ � oN H LLow H" � o ° � � � [- c� '.`eo H o i--� N W LL � �- `n:::, LL p; oa �L„ � c� ~ N j ^ n � � � r � � � � a � Q Q. � Q N z � a:. N ? � � ? " J r' -.'i'"'.. r � �r Q � � � � � � � � � � w o � W Q � p oW o p o � � � � Z r Q J 2 T J Z a ti- J � W a uQi ea � W W N LL' W Q = a � Q o = o" � cy ~ a" 0 v ^ �} c a ^ a �j o ^ a' �j o u V � W W W a a o � Y c c a^ � o a Y �ri � t-� r Rir r � M ��j � .N-. L�.-1 1� t� Cw.1 1� f,�j� � � M C'7 � LV7 � O H oD F�-� e� a [� "? o a � � a � � aW i '� aW �, aW � J J J aa ao 0o a a oo a Q e� � 0 r e� a Q r a O � W m m � C] � z. ; Q a N a � Q V�7 C} C] y [,aj y � ti � m Q d' C] � a c�'� ' W � e,G � m r f�a,,, � � a o a � � o � � � a (7 �' '�-' U r J r W �"y W � � ,' _ � a = N r � �r v r r� W � W ~ tfl cn [�►� v U�] o O � � o 2 2 W W � �+- � Q � �'' J W r J W r C� L.� H0 � H 0 � v r V � aw o ow o w = Q w = a � 7 .-� n o � � a � � � � � � � � ❑ � o � J �' W o ~ W c•; � - � W � � � W � � oo � � ao � � � � � � � d � � � � � � J � _ � � a � � � � M V� ? r V3 ? �- a -� -- � � � � � � � � 0 W � O W a o � T o 2 � � � wa c�o �, wa u Q = a p � a p a ,r,J � a �j o � a rj o � o a v � �G o ,� Y a a, r a r � � `� m -. .� C� T C3I `ti H � H a i � a � i aW N aW � J J a Q � a Q � ao r ao `r W Q � m W ; a ; a a N v N C� Q oo GO o0 � � w � r� a oN � a oN � a � � a � c U r V r W o a � � W e~a r 1 W a � � �r o a a a = � a o a � � o ` t-� r r r r r r r W � � � � W � � � W ti N r a a�'i c�'i N i a o v] � N o a r� r� f!} a � et V] e- � v c o d � c a o � c Z 2 2 W W W 0 LL t��7 � � �r�i, � � � ua�, t��7 � LL � J � N r r t-� J �y N r r J � �y W W W U U C�] � � � ~ � t�a c�n r� c� ~ � ono r a ~ � N V Q a o eh r� v Q c� r� �• V Q eo o w c o �n � v w o H c•� o w o ? = c o Q Q � = c a a ; = o J J � J � J � � U � � � � � V � onro c�"^a ° V � � � a � � � � �, o � ,� � � o � W � W C C �lf N W r 'd' � � W N � a _ ' W Q _ � W Q _ � W J C� � zo L3 � zo C] � zo I— � ° � H � ° � �--, � n � v _. �- N � � � �. LL � r LL F.., �. w e� c� Is" � i. o e� � E.. r� V. � � �n �r, Rn LL p� a�, � �t; LL � � � � W DD Ci r r N W C'i r r t!] W p � W � 2 G G O Q rA = Z Q G C o 2 � � � r � r ti� r t-� r v� ,_, r �r �r � � � N 4~7 t�C1 4�'l� � � D�o G�9 � � � O V] Q 0 � o c o r 0 � v Q r ^ 0 � o J 2 c n o a Q Z a o a J 2 0 Wr r r r e� �e-� r T (} � w a t�• o � n � w a n o � � w aW., �a a "' � a � � i � v = a 0 e � o � � 0 0 "' /1 N C O fl G ^ (n C 4 O � N � Q W W W � a � � � eo m a Y � ea ea a � ❑ a c T �e�i �i a a eri �ri a Y � �►� N r. � T T" t" U� 'st OO OO � CS7 ._. � r � r t-� � N G a � r F- N H }- � �W., [`3 v�i o °7 rrQ a U vas a e.'�o [�,W„ L7 � d, Z a� ch ,� ui a Z ci � ea a, 2 e� J � J J � • aQ 00 DO LD � Q. a � �D [� a Q N a � e- � a Q r a 0 � �2 � Q Q Q N !i1 4' Q ¢' Q LLl r t-� r W ¢ E.., r r r e-� H d Q Q H r cn a a a a u� � � � cn a N v c.a.� v v N � _`°a � N a t� r � W Q ¢ � � Q � W � � � a � � fA N N N M �V N L"7 r N W a U7 Q (� LV a � � o c o a ~ � �r a o c a � � o V r r r r � t-+ r r V r 1 I APPENDIX C.B: SroRnn D�►IN STATI�N PLAN AND CALCULATI�N EQUIVALENCE � SPREADSHEET , r I�� Impro►►ement Plan WSPG 5ta#ion Station EleVation 5torm �rain Pian Set � 5� 987 ��QQ 10�0.74 � R 980 1Q�7 1�00.78 JX no station defined 101Z �avo.8� P.M. 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Required Entries _ _ Legend: , � �' � BMP Design Volume,VB� �Re�,03-2�12} ��'�'���:'����'����� Calculated C�l�s ,:.,. � {Nvte this w�rksheet shall anlv be used in�onjur►ctivn with BMP designs from the LID BMP Desi�n Handhaak} Company Name �JLC En ineerin Date;g��912�14 Designed by :Jilleen Fe�ris CountylCity Case No=Gatewa ._ . .. . Campany Project NumberlName =Gateway Drainage Area NumberlName �DMA A1 Enter the Area Tribu�ary�o this Feature AT=; 2.76 'a�res SSt�'Percentil�, 24�hour Rainfall De th, from the Isoh etal Ma in Handbaok A endix E . .. Site Lacation Township; $5 Range' 2�V&3� Se�tion: 18 & 13 , ... . . . . , Enter the$S`h Percentile, 24-hour Rainfall Depth 13ss=; 1.�0 Determine the Effective�.nperviaus Fraction _ , Type of post-de�elopment surface co�er :Mixed Surface Types . . . . (use pull down menu} ; . . . Effective Impe�vious Fractian �f= 0.7$ � Calculate the composit�Runo�f Coe�ficient, C far the BMP Tributary,Area LTse the following equativn based on the WEFIASCE Method C=D.858If�D.78I�+0.774If+0.04 C— �;�;=r�'���`��-:�=,5s:---�---:�:.,.;, .;o �,a�:=�,���`�,:::� Deternune Design 5torage Volume,VBMp , /a Sto age Va�ume Vu—Dss x G �:�'':x;�` '";b�-��:-.�-- � Calculate V the 85° Unit r V °.,���3E '0:�5 ���'�'r' ` �n ac lac u �, ,. �8�°~:�. ��: (' } ,:i�k';.; ,��.:.�..;.��z'. ��,;';;.-,;'��,.,., �.���.�..,,�,.�,...,, _ Calculate the design storage�olume o�the BMP,V$MP. 3 z.,.�.;l�r:-,;�;..:-�-��;.w�,,.. .. V$MP �ft }= V� (in-a�lac}x AT{ac}x 43,56D (£t�lac} VBMP— .�a' � '' � '��"`� ft3 �:� :�;�5't8;�,1:����_. ::;..�..:,.�..,.;;i�: �2 �inlft) Notes: �J Santa Margar�ta Watershed � - Require�En�ri�s � - ��. Legend: ,,,� BMP Design Volume,VgMp (Re�.03-2012} ���":�:;F��-����'=�'��`,' Calculated Cells � � (Nate this w�rksheet shalI o_nly be used in cvnjunction with SMP desigr�s fram the LrD SMP Desi�n Handbook} Campany Name �JZ�Engineerin Date;912912�14 Designed by 'Jille�en Fezri.s Cvun�ylCity Case No;Ga�eway _ Company Proj ect NumberlName i Gateway Drainage Area NumberlName ;DMA A2 Enter the Area Tributary to this Feature AT=+ Q.9G :a�res $5`h Percentile, Z4-hour Rainfall De �h, from the Ysoh etal Ma in Handbook A endix E .. . . . . .. , 5ite Lacation Township= $S Range' 2W&3VL� 5ec�ion� 1$ & 13 . . . ; Enter the 85;�'Percentile, 24-hour Rainfall Depth D$$_; 1.�� De�Ermine the Effective Impervious Fraction �. . _ Type of post-de���opment surface cvver :Mixed 5urfac�Types . . . . (use pull down menu} ; ; Effective Imper�ious Fraction If�: p,'7$ � Calculate the composite Runoff Coefficient, C for the BMP Tributary.Asea Use the following equation based on the WEFIASCE Method C a.$58rf-0.78If+D.774Zf+O.d4 _ ,,----„M-�-,:r.:.,��r_�:�;3 �: A.;� d,;•.,..,.i C i;3"'°'`'";0;:'�'�s;;;c;:;�����.. ,...•.;�:i:::r ,,•r:•..c,,'•,:: :x:, Deternune Design 5torage Volume,VBMP Calculate V�,the 85°/a Unit Stora e Valume V�—D85 x C — - FQ=i:S� ��������3 in*ac lac g Vu �'; .�� ��:�`_��:�`�z� ( } ':�: „�..::h ��';� Calculate�he design storage�olume of the BMP�VgMp. ��_ .;,g.��;�-„��;�r-;����--�-M-- VgMp ft Vu (in-aclac}x AT�a�}x 43,56� �ft�lac} V�Mr �2.Q,2• t 5.�� 3 { — ';_;�� ��:�f,:� �`1';:F":��'::= ft �s�:•,:. ..f.., 7�12..�.:4 12 (inlft} Notes: i ' �_� Santa Mar�arita Watershed � � ` Required Entries �� _ _ LegEnd: rn � ,�, �� ���'�`=�;�'hr=�'� Cal�ulated Cells BMP Design Valume, VBMP (���.43-2012} �p:r�-a,.,��- l f�..._: :.�:•.:.�,��y.� {Nate this w�rksheet shaII o, nly�e used in cvnjun�tian with gMP designs from the LID BMP Desi�n Handbvvk} , Campany Name :JL�Eng�.neering Date'912912�14 Designed by ?Jilleen Ferris CountylCity Case No;Gateway . Company Proj ect Numb erlNarne s Gateway Drainage Area NumberlName :DMA A3 : Enter the Area Tributary to this Feature AT=� 0.29 `acres $St�'Percentile, 24-hour Rainfall D th, from the Isah etal Ma in Handbook A endix E . . Site Locatian Township; 8 S Range; 2W&3V� � 5ection; I8 & 13 y........... ........... ................y Enter the 85`h Percentile, Z4-hour Rainfa�l Depth '17$5=; 1.�� Determine the Effec�i�e Imper�ious Fraction . .. Type�f post-deve�opment surface cfl�er Mixed Sw7face Types . . . .. : �use pull down menu} . Eff�cti�e Imper��ous Fraction rf= p,'7g � Calculate the composite Runoff Coeffic�ent, C for�he BMP Tributary Area Use the following equation based an the WEFIASCE Method C=�.S58If-D.78I�+�.774If+O.D4 _ `�- �~�~�Y'�-,:,��-� C ;;�= ;�::58;�;,:. :,;,! :•�.:�x. '�;:.°��t•: Deternune Design 5torage Vo�ume,V$M� �. _.�..,���.,,a...�,�._� Caiculate VU,the 85%LTnit Stora e Va�ume V — _ �:�-:'Y���y`"` ; ' `'"�s"'��'��in*ac}lac g u—Dss �C Vu =, :;Q�d5;8;:�:':;:,Y';' 'iF:: ��.�: Calculate the design storage�olume ofthe BMP,VgMp• V !in-aclac x A r � r�t�lac} ;,�;-�,�:�-- .s=,� .y�, fts VBMP �� �_ [] l � T l�C�X 43�S 6 l VBMP— ;�-` ';�.���:�,^;`�;~�?;:s;�,;.�: l'.k'..:.K�. A f�.r ��iL iL} Notes: r ,� Santa Mar arita �Vatershed � . � �- f+� RequirEd Entries BMP Desi Volume, VB Re�.03-2�12 Legend: ��.. . � ,:�T r�-.-���. � Mr � } � :='_� �`��;:,��:,�;��> Cal�ulated Ce11s �:�:;.����= (Note this wvrksheet shall o_ nIy be used in conjunctian wi#h BMP designs fram the LID SMP Desi�n Handbaok) Company Name TL,C Eng�neering : Date'9 � _--.---- . , 12912D Z 4 Designed by :Ji�leen Ferris CountylCity Case No:Gateway ... Company Proj ec�NumberlName �Gateway Drainage Area NumberlName �DMA A4 . . . Enter the Area Tributary to this Feature AT= I.11 acres $5th Percentile, 24-hour Rainfail De �h, from the Isah etal Ma in Handbook A endix E . . . .... . Site Location Township; 8 S Range; 2�V&3�LT � 5ection� 18 & 13 � ss=; l��Q . Enter the$5`h Percentile, 24-hour Rainfall D th D Detern�ine the Effective Impervious Fraction , . _ _ _ , Typ�of past-de�elopment surface co�er :Mixed Surface Types � . . : (use pull down menu} . , Effective Impe�vivus Fractian If=; 4.78 �__ Calculate the�omposite Runa�'f Coe�icient, C for the BMP Tributary Area Use the following equatian based on the V�EFIASCE Method C=0.858If��.78Zf+D.774rf+O.D4 C_ ;,,-,,:,- ;.---:wr:,.,.:�,:,�,,: ;:�-���' ,�: �: ''.'',"�,li: :3,:e!��'x ..;. '0`:5�8;:; ::j:'f';• :'r:•. fr.., �:'r.'.: Deter�mine Design 5torage Volume, �gMP Calculate V�,the S° — _ "_�'���'�''''r;=�''r'-` S /�Unzt 5tora e Volume V�—Dg$ x C V `w=���:�,'f 3:� � g „ ;-�r; .:.Q:5��8�,�;�;:�;�: F���in ac)lac ..,� Calculate the design storage valume❑f the BMP,VgMP• 3 • ;3.--,:,._...,,�,.-��,-s.,;�� VsMr t� }y V� [in-aclac}x AT�ac}x 43,56D (ft�lac} VBMP f..Y''?r�;"3��'7F�';;;;;;'�"�:�fts Rr1•, .��.t�,:.yr..,..C�y'.��i:S 1 Z �ll7�ft} Notes: � Santa Margarita Watershed � �� Required Entries ' Legend: � ` �� BMP Design Volume,V�MP (Ite�.03-2D�2} ���'����;�:�::�'��;;3 Calculated C�lls � � (Nate this worksheet shall o�lv be used in canjunctian with BMP designs from the LID BMP Desi�n Handbonk} . Company Name :JLC Engineering __ Date�9 j2912p�.4 Designed by �Jilleen Ferris CountylCity Case Nv=Gateway _ ._ , .�,..�,_,., ..�.. Campany Proj ect NumberlName �Gateway Drainage Area Numb erlName DMA A5 Enter�he Area Tributary to this Feature A-�_: Q.$5 'acres 85`h Pezcentile, 24-hour Rainfall D th, from the Isoh etal Ma in Handbook A endix E , .. Si�e Location Township i 85 Range' 2W&3�V F Section: �S & 13 , . _ .. , Enter the 85`h Percentile,24-hour Rainfall Depth D$$ =; 1.OQ Deternune the Effective Znaperviaus Frac�ion , . . Type of past-development surface co�er Mixed Suz-face Types . . . . �use pul�down menu} Effecti�e�.nper�ious Fraction I f= D.78 � Calculate the composite Runoff Coefi�cient, C for the BMP Tributary Area Use�he�oZlowing equation based on the WEFIASCE Method C=�.85��f-�.7$rf+�.774If+a.�4 C- »d'���'��JI'.�..-...:.!.Y��C'�,,.�.�_i• �iy kJ.. .�n.'� �'z�.,����5�$°�`'�Lz��°�;�;_:� Determine Design Storage Valume,VBMP CaZculate V the SS%U'nit 5tara e Volume Vur D$$11 V V -'�"rw•,1N+~0.�^W~3'•Ru,�+'j (in*ac}lac U� � •u 'F 3 i�i��S�7Ci:?�i:,r"�; �.3::� �� '��: Calculate the design storage valume af the BMP,V�Mri. VBMP ����— �U (1n-aclac}x AT(ac}x 43,55Q (ft�lac} VBMP� '� �Tl`.:;79��'�':;''"N�;ft3 ��;` x K. � � 12 (inl£t} Notes: � , J Santa Mar�a Watershed � � �� � � = Required Entries BMP Desi -- Volume V L�gend: ,;, p � � � BMP (���.Q3-20t2} �'�� ���_ Calculated Cells �::�.. i.,tii:ri�p�r;:;,i: ;•P5 •i:3 3:_�s :J:k:si�.^,'t.:...i��:".::;�.yg�r��;p: (Nvte this worksheet shall vnlv be used in�anjunctivn with BMP designs from the LID BMP Desi�n Handbvak} : ; Company Name iJL�En ineerin Date;g�29��p 14 Designed by :Jilleen FezTis CauntylCity Case No:Gateway Company Pzoject NumberlNarne ;Gateway Drainage Area NumberlName :DMA Ad : , Enter the Area Tributary to�his Feature AT�: fl.32 acres 85th Percentile, 24�hour Rainfall D th, from the Isoh etal Ma in Handbook A endix E . _. .. 5ite Lo�ation Tawnship 85 Range; 2W& 3�LT : Se�tion 1$ & I 3 ; . , Enter the$5th Percentile,24-hour Rainfall Depth D$$�; 1.00 Determine the Effecti�e T�npervious Fraction , . Type of past-de�elopment surface cover .Mixed 5urface Types _ � (use pull down menu} , Effecti�e Imp ervious Fractian I f= Q,7$ � Calcu�ate the compvsite Runoff Caefficient, C far the BMP Tributary Area Use the follawing equation based on the WEFIASCE Method C 0.858If-Q.78If+�.774Yf+d.�4 C= ..��^�;,--:,ti��-�-;��,.-��;_�;-��� '_'��,���'�;��:5�5:���;w=;�;f��:� ��i�i^�::.. „r.,. �r:., .r=.�..:�,[ Deternune Design S�orage Volume,V�MP ':."j':;"r:'.:r'°�"ir'•,�:s,�'"�s.... � Calculate V the 85%Unit S�oxage Volume VU=D�5 x -; ��" '; ';-'"' � u� C V„_;;,,;::,:;:�:,.�0 5;8�::,`:; e,,�;; �in ac}lac ,,.�.:: ��3 T Cal�ulate�he design storage�olume o�the BMP�VgMp. VsMP {ft3)— Vu(in-aclac}x AT(ac)x 43,5�� (ftZlac} VBMP i�� -��� ~�'�.�� ft �.3����i��ti.:��i}.i.]iy .}..,1.`.�.�[':` J _�(,�; _i /� ,'.5'.;��.�... ; �ir:. ,.i �'Tj"_:; ;�3?'�`�3�� A L. �IIL 1L} NQteS: �� Santa Mar ari�a Wate]C5hed : - � - � Required Entries Legend: �.�x.-.-,�.��;-�-„�:k r,.: �� BMP Design Valum�,VBMP {Re�.03-2U I2) �.;�:;Y,���:.;�;����}:;,�k�°;���,:, Calculated Cells r�:::..:,w.a.:.;a.�r^.:��:�:,-:.;;�...:� (Nate this warksheet shall anl�be used in�onjunction with BMP designs from the LID SMP Desi�n Handbvak} _ .. , . . . Company Name ;JLC En�ineering , ,,.,.,,.,,...,,,_... Date;912912�14 D�signed by �Jilleen Ferris CountylCity Case Na�Gateway Company Proj ect NumberlNam� �Gateway Drainage Area NumberlName DMA A7 Enter the Area Tributary to thi.s Feature AT=; Q.29 acres 85th Percentile,24-hour Rainfall D th, from the Isoh eta�Ma in Handbook A endix E . . Site Location Township; S S Range; 2�]V&3 ViT � Section; 1.$ & 13 , . , Enter the 85th Per�entile, 24-hour Rainfall Depth Dg�= 1.OD Detez-mine the Effecti�e Impervious Fraction ; Type of post-development surfa�e cover �Mixed 5urface Types . . . . . (use pull down menu} Effe�ti�e�Znperviaus Fraction If�_ �,7$ �� Calculate the composite Runoff CvefFicient, G for the BMP Tribu�ary Area Use the following equation based on the WEFIASCE Method C=0.858IF-�.78Zf+�.774If+�.D4 � .�� 1,'�I:�----•,--.,,.r.—�. ,.n�`;��a�';, E �,...... r.., ,;;;� ,'S BN;�:;:,�:;:'; ,-:z, .;:: Determine Design Storage Volume, V$MP Calculate V�, the$5%Unit Storage Volume V�=D85 x C V = ��;=��Y:�;�r'0'`r5;8�°'rc�r° {in*ac)lac u �=� .:a�: a� Calculate the design storage vo�ume of the BMP,V$Mp. V (ft3}= �;..�+, �,,,�;�H,�.;,;,..,.y,�,�.,.; BMn Vv (in-aclac}x AT(ac}x 43,56� �ftzlac} VBMr °:r�; `�`�l�'�=` .``�.' � 6 �;;K::Y;�':;�,�� ft =�� :��.r; ,�; 12 (inlft} Nates: � �� Santa Mar�arita Watershed � � � � � � Required Entries Legend: ����„�,�:�. : �� BMP Design Volume, VgMp tRe�.Q3-zo12} ���a�=�������Y�'�����r:"°�<<��� Ca�culated Cells �;r. " {Nate this worksheet shaII only be used in conju��tion with BMP desigr�s from the LID BMP Desi�n_Handhoak} Campany Name ;�LC Engineering Date;912912p14 D�signed by :�'illeen Ferris CauntylC�ty Case Na;Gateway ° .. Company Proje�t NumberlName �Gateway Drainage Area NumberlName :DMA AS Enter the Area Tributary to this Feature AT=� �.2 :acres SS`�'percentile, 24-hour Rainfall De th, fr�m the Isah etal Ma in Handbook A end'zx E Site Location Township SS � _ Range; 2�V&3'S�T � -� 5ection' 1 S & 13 dN, �........................................ ; Enter the 85th Percentile, 24-hour Rainfal�Depth Dss =F �.�D Determine fhe Effective�rnperviaus Fraction , . . _ Type❑f post�de�elopment surfa�e co�er ;Mixed 5urface Types . ... . . (use pull down menu} ; Effective Imper�iaus Fraction I£=; Q.7$ ` � Calculate�he composite Runo�f Caefficient, C for the BMP Tributary Area Use the�'ollawing equatian based on the WEFIASCE Method :,;.;�,_:s nniT��',�:,;:.'� �f.�%r�',,.'�x�,Y�•, c=o.858I�-�.�srf+o.7�4rf+0.04 c= �.�:. �;o=:s1�x;Y;:.:.�.;.�._:�:., ri.:z��/..r.^.,:,,...,r.r...r. ..t:.;•::•..7.�f Determine Design Storage Volum�,VB�P Calculate V�,the 85%Unit 5torage Volume V�=Dg� x C Vu='�°����:�M��Q�;=5;8n��:����'�;�(in*ac}lac �;.. Calculate the design storage�olume of the BMP,V�Mn• V ft3 VU in-ac ac x A �ac}x 4 ( } — �^�.�.�_�.�`°� r !;r��;r :•.n�F�•r,.e�.� BMP l )� � � } -r 3 560 ft�la� V M ��,�� ZE .. . �s � B P� ;:4-,�I:=fH�.;.;,� 12 (inlft} Notes: f � �J Santa Mar�arita �Vatershed � - � � - ' R�quired Entries BMP Design Volume V Re�. L�gend: ..�,,, ,�.v;.�� ' � 43-za 1 z �;��„ ��'"�u�.,��.�:� Calculat � BMn ( ) k..=. �as��;��;:;:3,�µ�:,,,.�Y� ed Cells (Note this worksheet shall anlv be used in conjnn�tion with BMP designs from the LID BMP Desi�n Handboak) , . Company Name ;JLC Engineerin� � Date 912g12014 , Designed by 'Jilleen Ferris ; CauntylCity Case No;Gateway _. ----�--� , ,,.,..,.,,. _ �. Company Proj ec�NumberlName ;Ga�eway Drainage Area NumberlName ;DMA A9 Enter the Area Tributary�o this Feature AT=; Q.37 acres 85th Percentzle, 24-hour Rainfall De th, from the�sah etal Ma zn Handbook A endix E . _ SiteLocatifln Township; SS Range� Z�&3� ; S ec�ion; 18 & 13 Enter the 85th Percentiie,24-haur Rainfall D th D ? + ep ss =: �..�a Deternune th�Effecti�e Trnpervious Fraction . . . . , Type af pvst-de�elapment surfa�e cover ;Mixed Surface Types �.. . . ... . (use pu1�down menu} . Effecti�e Ixnp ervious Fraction Zf=; p,�g �� Calculat�the compasite Runoff Coefficient, C fax the BMP Tributary Area i.Tse the followzng equatian based on the�VEFIASCE Method C=n.85$If-D.78If+0.774I�+0.04 �:��,�..;�..TL;w�;,.�:.,.�,,�;_;;� � ::;;,;;',:�:=��:�'��5=�k`.......°=":;.. '�'=�_�� .,. De�ermine Design Starage Volume, V$Mp Calculate VU, the$5°/a Unit Storage Valume Vu=D&s x C V �`�;�'�':�s,�"g'=;:S�h���rvF�=��'��� *a�}lac u`;;;_;:�:'�:R...���: y�:Y�'" ;•,,,�(in .�:: Cal�ulate the design storage�olume of th�BMP,V�M�. r 3l r l I Z ,._,-t�;--�-;;,�.;;�+,,.,.-;.._.. V {in�acla� x A ac x 43 5 6� ft lac V a'` ����" VBMP l� l= U � T L 1 � l � $MP—s:'`,''�''�;�;��7r�r'��''-�;�;�''ft3 '(;::::�,"l.b ,::,; ..k.'.. 12 (inlft} Nates: �.�' � APPENDIX D.3; BIU�P DE51GN FL�W RATE FDR SANTA MARGARITA WATERSHE❑ � JJ , �� Santa Margar�ta 'Watershed � Renuired Entr�es - Legend: �-::;,:- �-��r,�.,,�.��. BMP Design Flow Rate, QgMp (Re�.03-2012} �`�-�` '`�'''�`- `" Calculated Cell � ��Hi:�i��:�;�;.;�:�_:���.,.��,:�;::w= S � Company Name �JLC Engineering Date`112112D 15 Designed by :Jilleen Ferris CountylCity Case Na;Gateway to Temecula . .. . . .. _. Company Project Numh�rlName 132.29.14-Gateway to Temecula Drainage Area NumberlName �DMA A4 ' , . ... , Enter fihe Area Tributary to this Feature AT=; ].,I I ;acres Determine the Effecti�e Imper�ious Fxaction , Type of post-de�e��pment surface co�er Mixed Surface Types . . �use puli down menu} , . Effecti�e Ympexvivus Fraction Zf=; p•'7g Calculate the composite Runoff Caefficient, C for the BMP Tributary.Axea Use the fol�owing equatian based on the V�EFIASCE Methad C 0.858I 3-0.78i 2+4.774If+0.04 C= T. -,_...__,_,,� � f :��:5:$���= SMP Design Flow Rate C x I x A _�:-;-- :-.-�---.r-;::<f;--- 3 QSMP T QBMP "�„;�=: :;0�:�."�:::';::�:_�' ::=��C IS �ii.�:�•• .::Ei., Notes: � , � �� ..\ APPENDIX D.4: B��RETENTI�N FACILiTY- DESIGN PR�CEDLlRE SPREA�SHEETS �� FQR IRREGULAR SHAPED FAC�LITlES ,. � , , ��J Bioretention Facility- Design Procedure BMP ID Requi�ed En.tries �._..�.._�__u__.__�_._�...._�__..�.__. Legend: 5��,:���$:�,Fa�;�n{�:� �� �:?�w � �Irregular Shaped Facility} � �'���;;�� ���`_� ,����x���=a A3 �r���C�a�cu�a�end���e��ls,.n� � ���~ . `�6n,. �,. ,{��• kii.:;�r.435�.a:;.r.t..d_..ahy?.F:�Siie';:Y_"�k�;:rr:•,arp."n.��•3�.�.::�:!r,se7. I �` u�mpany Name: � JLC Engineering � Da�e:� 412712Q16 € . . Designed By: ,Ixlleen F`erris � GountylCity Case No.:� Gatewa::fiv Temecula Design Volume �- Enter the area tributary to �his feature AT=� 0.29 ��acres Enter VBMP determined from S ection Z.� of this Handbaok VgMp=����];� ��3 � Type of Biore�entian Facility Design � Irregular shaped with side slopes required�parallel tv parking spaces or a�jacent tv walEcways� � Irregular shap��with na side slvpes required(perpendi�u[ar ta parking space ar planter�oxesy Bioretention Facility Surface Area Propvsed Bottom Surface Area of Irregular Shaped Facility AP= 519;91: [ft2 Depth of Soil Filter Media Layer ds� 3 �ft Tota1 Volume within Soxl Media V V -- A * d * 0.3 + A * Q.4 V � -�.:�83 ft3 � s s -� � � s ) � P ) s = �� � Tota� Surcharge Storage Volurne abo�e Soil M�dia, VP V���m259.95�5�ft Tatal Effective S�orage Volume, VE VE= V� �-Vp VE� ° .8�8 ft� Tota1 Effective Dep�h, dE VE dE= 8 o ft dE= A P Minimum Surface Area, AM VBMp AM= 4'Q f�� AM= E Bl�r�teritlOri FSC111tiy PX��}eI'�185 Side Slopes in Bioretenti�n Faczlity z= �� 3 �:1 Diameter of Underdrain � ��6 � �inches LongitudznaX Slope of 5ite (3% maximum} , [���� ����/a 6" Che�k Dam Spacing 4 feet .__._____________.__�____.�.__.___._.�._.�.�____.�___.__��..._..___�..w..M._.___.�._.__..�.....�..____.____._...__...__.. �.�...___ Describe Vegetation: T���� � , �es: r _�� � , 6 ' ` . , Biore�ention FaczXzty-Design Procedure BMP rD Required En�ries -� �Irregular Shaped Facil�ty} _.___�.___.�.___._�_____...�.._...�..�._. Legend: �: ..����; �;���.�.:,R,�:Y�,�;.,,� � ,. ,� ��" �;��� ;�-_:� �:�;��h: � r� 3^. . . ... . . �. AS ������alcula�ed;�Ce�l�s sb;, �1:�,����5��:*�:,��=���°��,i�.�,��;�:�..wa�_�€�xs��'-�s� ! „ � �;ompany Name: � JLC Engineering � Date:� 41Z712��16 . . . E .... . . . Des�gned By: � Tilleen Fenris � CountylCity Case No.:� Gateway to Temecu�a Design Volume Enter the area tributary to this feature AT=� D.$°5 �acres Enter VgMp de�ermined from Section Z.1 of this Handbook V$Mp=� ���Q ��3 Type of Bioreten�ion Facility Des�gn � Irregular shaped witl�si��slvpes required �paralfel fiv�arking spaces ar adjacent to wafkways� (] �rregular shaped with na side 5lopes required�perpendicu�ar to parking spa�e❑r planter hvxes} Bioretention Facility Surface Area _.. 2 Proposed Bottom 5urface Area of Irregular Shaped Facility AP=� 1152.41 �� Depth of Soi1 Filtex Media Layer ds =� � 3 � �� Total Volume within Soil Media, V� V� = (Ap* ds'� 0.3}+�AP * �.4} VS = ' 4'�, ft3 _. � � Total Surcharge S�vrage'Volume abo�e Soi�Media, V� VP=� 576.245 �� _� Tata1 Effective Storage Volume, VE VE= VS -h'Vp VE_ . d07 .� ft� Total Effecti�e Dep�h, dE VE dE= 80 ft dE A � Mxnimum Surface Area, AM VBMP AM= � � ft� AM= � Bioretention Facility Properties �._�.�_� Side Slopes in Biaretention Facility z= � 4 * �:1 Dzameter of Underdrain �_.__.___.__�.._____ � 6 �inches Longitudinal Slope of Site (3°/u maximum} . �J�f T���������/� 6" Check Dam Spacing � feet Describe Vegetation:�*1VQTE:Fac�lit.: .has µ�____ ..�.___._..._._.+.__..�.___�._ �..___.._.___�......_...._�.__. _._._._._.._.+...__..�._._..__w�____ , , � € ��tes: � . _ � Bioretention Facility-Design Pxocedure BMP ID Requi�red Entries �Irregular Sha ed Facility} - ___.._._._____..______._�._.__.�..__._.. Legend: ,:�:v=�fP�. �;�..�,.�,f;.�,�,,�.: �� ar°Y� �i��,'-''.•�'• �-;a,F- �a.__,, r��., y.: �- iE �:5: � �..'<. �� p A6 �:��;�.�'aslciil�ated°��Ce�l's;;�.'� �i:i�'. y y..,. e�a :lw r•..�,,.r.e�i 3�.n.?:ti�'�F€5:�;.:�..�mf�,..'.�3i� ..`•.'s��;U•�....SJ4,;...��^N.v, %1 € � �:ompany Name: � JLC En 'nee�ring � Date:� 412;712016 Desi ned B � g y: � �i1�leen;Fenris � CountylCity Case No.:� Gatevva�to Texriecula Design Valume En�er the area tribu�ary to this feature AT=� Q.3�2 �acres Enter VgMP de�exmined fram S��tion 2.1 of this Handbook VBMP�� 574 ��3 Type of Bioretentian Facilzty Design � lrregular sY�aped wit�side slopes required�parallel to parking spaces ar adjacent to wa1lcway5� � Irregular shaped with no side slopes required�perpendieu[ar to parking space or planter E�oxes} Biaretentian Faci�i�y 5urface Area Pzoposed Bott�m Surface Area of Irregular Shaped Facility AP��~433',92^j ftz Depth of Soil Filter Media Layer d� =�� 3. ��ft Total Volume within Soii Media, VS V� � �AP* ds�` 0.3}+�A� * 0.4} V� � G ,p.� , �� Total Surcharge Storage Volume aba�e Soil Media, VP VP= 216,96 ft :� �--�_.______.._.�..� Total Effective Storage Volume, VE VE= VS +V� VE= �g ,ps, ft� Total Effecti�e Depth, dE VE dE— : � � dE= A P Minimum 5urface Area, AM VBMp A f�� AM = M— E Bioretentiion Facility Properties Side Slopes in Bioretention Facility z� � 4��:I DiameEer of LTnderdrain � � � �inches Longitudinal Slope of 5it��3% maximum} ��� � �����% 6" Check Dam Spacing g feet DescribeVegetation:�.�.v._.__�..__...�_._..�....__...+..�.�..�___.�..__._____..__._..�_..�.__.�_.._ _._.+...__.._....__....�..�._________.�...�.. _�. _...__�.�._..� , ��es: . � Bioretention Facility� Design P�ocedur� SMP ID Requixed Entries �rre lar Shaped Facility} m______...._____._.___.__.�_______._.__..._ Legend: ��;��¢,;:,.�wR�.���s.,�..� �..q���:, . � :,;� �;�.,:�r� �'�..�q,�,,:s� ` � � � ��.�,��;Ra�cula�e�d���� ��p�a,°.� � .A.7 ��n.: ,Ge��s:���s; �,�:r-:.�'��.b��x;�"a�-,:s'e.i".sS�.�.:esY.�•:,�:�.r.,r.;. � �ompany Name: � JLC Engineering � Date:� 41Z712'Q16 Designed By: � Jilleen Fenris � CountylC�ty Case No.:� Gatev�a. �o Terneeula Design Volume Enter the area tribu�a to this feature A � � �� � �'Y T=� �.Z9 �acres Enter VSMP determined from S ection Z.� of this Handbook VgMp= 6�I �ft3 Type of Bioretentian Facility Design � Irregular shaped with side slopes require��parailel to parking spaces vr adjacent to walkways� (� Irregular shaped with nv side slopes required�perpendicular to parEcing space ar planter boxes� Bioretention Facili�y Surface Area Proposed Bottom Surface Area of IrreguXar Shaped Facility Ap=� 475.48 ��� Depth of 5oi1 Fi1�er Media Layer d5� 3 ft __�._�_� Total Volume within 5oi1 Media, VS V�_ (A��` ds* 0.3}+(AP '� 0.4} VS = •� $ 4 ft3 Tatal 5urcharge Storage Valume abo�e Soil Media, VP VP � 237 74 ��j � � �_____ �-�-� Total Effecti�e Storage Volume, VE V�= V5 +Vp VE� 8�55.8� �j Total Effecti�e Depth, dE VE d�� T,8�p ft dE A P M�nimum Surface Area, AM VgMp AM= p ft� AM — E Bioreten�ion Facility Proper�xes Side S�opes in Bioretentian Fa�ility z= �� 3��+N�:� Diameter of Underdrain r� � � ����� � 6 �inches Longitudinal Slope of Site (3%maximum} , ���-���V_�m��+�a/� 6" Check Dam Spacing � feet DescribeVegetation:�.�__._.�...�.__._.__._..�..__....�.__.._.._..._._._�..___.___.�_._.._..._._...__..._..�._.__......�..._.�. .__...______�....�.__ _ _.___.�_.._._�.._._.._._ , , r , � � tes: � _ . , I Bioretention Facility- Design Procedure BMP �D Required Entries �Xnregular Shaped Facility} ._--__�_...�..._._�.___._..�____M._._....__... Legend: ;���g��,r:F;�.,,.x��,.��, ���_�.•,;,�:�a.�= �� Q � ✓ ��:n!� r�`:�..���'-..ti,. :r.�;•,: AV �ry����r�'�C,j�r.I '�� �,a.:.���s��,fh u a�ed'�b.Ce r 3h�K.��f�v1.-.�h r3S�aa�!I'.'.�:�.h�r�}."kYl'!.-�A�€.`�'a�.l`',�k-�di� � � � ..... ... . . �` �:ompany Name; � JLC Enginieering � � Date:� 4I27120`Z 6 Designed By: j .Til�een Ferris � CountylCity Case No.:� Gateway to:Temecula Design Volume Enter the a�rea tributary to this feature AT� 0.2 �acres �._______.__.__...__.� 3 Enter V�M�determined from Section Z.1 of this Handbouk VBMp=� 4Z 1 �� Type of Bioreten�ion Facility Design � Irregular s�aped with side siopes requir�d (parallel tv parking s�ae�s or adjacent to walkways} � Irregular shaped wi#h no side slop�s required�per�endicular tv parlcing space❑r planter baxes� Biare�ention Facility Surface Area Pxaposed Bat�om Surfa�e Area of rnregular Shaped Facility AP� 355.69 }�2 � �.____._____._..m Dep�h af Soil Filter Media Layer ds =� 3� 1 ft Total Volume within Soxl Media V V — IA '� d * D.3 + A * D.4 V -- 4, , ft3 � S 5 - l P 5 � � P � S-' 1, � �..______�._._____. ,� � Total 5urcharge 5�arage Volume abo�e Soi�Media, VF VP=� 177:8�45�ft Total Effecti�e 5torage V�lume, VE VE= VS `�Vp VE= �4�.�4 �� Total Effective Depth, dE VE ({E_ � $Q � dE r AP Minimum Surface Area, AM V$Mp AM= - ft� AM� E Biore�ention Facility Properties 5ide Slapes in Biore�ention Facility z� �� 3���:1 Diameter af Underdrain j� �G � j inches Langi�udinal S�ope of 5ite (3% maximum� . ����������/a 6" Check Dam Spacing � feet __�.._. _.___.�._._____.�_..._...�_��_.�_________.._..�.�..__._..._____._�.�.._._..___...�.__._____._._ _�.___..____._____._�.._��... Describe Vegeta�ion: —.�._.___.M._._.._. r ., �tes: � . � Bioretention Facility- Design Pracedure BMP ZD Required Entries _.__�..._..____�..__.�.�._�___.__..._�..__�. Legend: ,�g:m� , ��� ,�.�:�#; �...,,a � (Inregular Shaped Facility} ��`� ���r ����: �' :�' �, �;'�� �:�;.. h r��°: ,t��a,�ula�e�dk;��;�,e�;�:s�e.,, � .A9 ���ti,�;����. r�,���ro��::.���,�._��;��F:,� � , j � L:ompany Name: ; TLC Engineer�xa.g � Date:; 41271ZQ]:6 Designed By: � Jilleen Feriris. � CountylCity Case No.:� Gateway tv T�me�ula Design Volume Enter the area tributazy to this feature AT� 4:37 j acres Enter VBMP determined firom Sectian 2.1 of this Handbook VgMp=� ']'7 J� ��3 Type of Bioretentian Facility Design � �rregular shaped with side s�apes required �parallel to parking spaces or adjacent to walkways� � Irregufar shaped with no side slopes required �perpendicular to parking s�ace or planter boxes� Bioretention Faci�i�y 5urface Area Proposed Bottom Surface Area of Irregular Shaped Facility Ap=� 535:97 �ft2 Depth af Soil Filter Media Layer ds� 3 � ft .�_- � Total Volume within Sai1 Media V V rA * d * D.3 + A '� �.4 V �y < < ft3 � S S — 1 P S � � P � S — r� 3 ` TotalSurcharge Storage Valume above Sozl Media, Vp V�= 257;95�5 ft _ ..___� Total Effec�i�e Starage Vvlume, VE V�= VS +VP V�= 9� , 4, ft3 Total Effecti�e I]ep�h, �E VE dE= 8� ft dE A P Minimum Surface Area, AM VgMp AM= ft� AM— E Bioreten�ion Facility Properties Szde Slopes in Bioxetention Facility z= ��+��� 3����;1 Dzameter of LTnderdrain �� � �. � �inches Longitudinal Slope of Site �3%maximum} �������j% 6" Check Dam 5pacing p� feet .._._._�...�..�..�.______�__...__.__._.__�._.._._.___�._ _ ___�...____..____.___�___�..�_�...�._._ Descri�e Vegetat�on: ._._.___.__._._ ._._._._._.....�______� , �, ��ieS: 's , p .. . .. . . . .. .. . . ..... . . .. .. . .. . . . . . .. ... ..... . . . . . . . . . . . . . . i . . . .. . . . . . . . . . . ..... ... . ....... . . . . . ... �' � . ' ..�. ' . ' . . ' . ' .. . � APPENDIx D.S: MS4 DISCHARGES WlTHIN THE C�ASTAL II�fATERSHEOS �F LD5 ANGELES C�UNTI'�RDER N0. R4-�0�12-��75, NPDES No. � cAsoo400� AnACHMENT H: BIDRETENTIQN I BIDFILTRATIDN �E51GN CRITERIA �.__.J MS4 Discharges wit�in t�e �RDER NQ. R4-2012-��75 Coastal Watersheds of Los Angeles County NPDES N4. CAS0�4Q01 ATTACHMENT H: B[�RETENTI�N ! BI�FlLTRATIaN DE51GN CRITERIA � Note: A significant portion of the information in this appendix has heen copied �erba��m from the Ven�ura Coun�y Technica! Guidance Manual, Updated 2��'1, and modified to reflec� recen� changes to the bi�refientianlbiafiltra�ivn soil media specifications as adop#ed by the California Regianal Water Quality Control Board, San Francisco Reg�on, on November 28, 2�11, Qrder No. R2-z�� �I-Q83, Attachment L. Permittees can submi� alternate Bioreten#ionlBiofiltra�ion �esign Criteria subject to Executive �€ficer appro�al. 1. Geometry a. Biore#entionlbiofi�tratian areas shalf be sized to capture and trea# the design with an �18- inch maximum pvnding depth. The �ntention rs �hat ff�e pvnd�ng depth be 1rmr�ed �o a o�ep�h �ha� wr11 a11ow for a heal�hy vegeta#ion layer. b. Minimum planting soil depth should be 2 feet, although 3 feet is preferred. Th� rnfention rs �hat �he rn�nrmum plantrng soil dep�h shnulo� provide a benefrcla! rvo� zone for �he chosen plant palefte anc�ao�equa�e wa��r s�orage for�he SWQDv. c. A gra�el storage �ayer below the biaretentionlbiofi�traton soif inedia is required as necessary to provide adequate temporary starage �o r�tain the SVIIQD� and to promate infiltration. �� �rainage a, Bioretention and hivfiltration BMPs should be designed to drain below the planting soil �� in less than 48 hours and completely drain in less than 96 haurs. The rn�en�ion rs �ha� ~ sorls mus� be alloweo� �o dry auf perroc�rcally in arder fo resfor� hydraulrc capacr�y needed to rec��ve flows frorrr subsequenf storms, main�arn rnfrl�ra�ion rafes, rrlain�arn ade�uafe sorl axygen �evels for heal�hy soi!blofa and v�gefatron, ana� �o prvvide proper sorl condrtions for bioc�egrada�ron and re�en�ron of poll�r�an�s. b. Brofrttratron B1V1Ps are desrgnea�ano� cons�rucfed wr�h an underdrarn. The unc�erdrarn is preferabty placed near �h� �op of fhe gra�el stora�e area �o prornofe rncra�en�a! infil�ra�ion and enhanced nifrvgen removal Hvwever, if �n-sr�u, underly�ng soils do not pro�ide sufficien� drainage, the underdrain may need to be placed lower in �he gra�el storage area �within G inches of the bottom} to prevent the unit from holding stagnant water for extended periods of time. At many sites, clay soils wilf drain sufficiently fast, particularly if they are not compacted. Dbserving sail moisture and surface conditions in the days following a wet period may pravide suf�ic�ent information far making this dec�sion and may be mvre directly appf icable than �n si�u or laboratory testtng af soi[ characteris�ics1. 3. ��erflow An over�iow de�ice is required at the 18-inch ponding depth. The following, or equi�alent, should be provided: a. A �ertical PVG pipe {SDR 35} to act as an o�er��vw riser. ��J 1 ❑an Clvak, Dan Claak En�ironmental Consulting to Tom Dafziel, Contra Casta County, February 22,2��1. Attachment H—BiaretentionlBiotiltration Design Criteria H-1 M54 �ischarges within th� QRDER Nd. R4-2012-0175 Coastal Watersheds of Los Angeles Cou�ty NPDES N�. CA5�040Q� b. The overflow riser�s} should be 6 inches or greater in diameter, so it can be cleaned � wi�hout damage to the pipe. The inle� �a the riser should be at the ponding depth ��8 �nches tor fenced bioretention areas and 6 inches fvr areas that are not fenced}, and be capped with a spider cap t❑ exclude �loating muich and debris. 5pider caps shvufd be screwed in or glued, i.e., not removable. 4. [ntegrated 1Nater C�ualityl Flow ReductionlResources Management Cri�eria a. When ca�cula#ing the capacity ❑f an infiftratian system, each Permittee shalt account for the 24-hour infil��ation assuming �hat the soil is saturated. infiltration BMPs sha�l be limited to praject sites where the in-si#u soi� or the amended on-site 501�5 have a demonstrated infiltration rate under saturated conditi�ns of no less than D.3 inch per hour. b. Bioreten�ion BMPs shall be designed to accommodate the minimum design flow at a surface Ivading rate of 5 inches per hour and no grea��r than 12 inches per hour, and sha�l ha�e a to�al vvlume, including pare spaces and pre-fifter defiention valume of nv �ess than the SWQD�. c. If rainwater har�ested for use in irrigation is to be credi�ed �oward the total �alume of storm water runof� retained on-s�te, each Permittee sha�l requ�re the project pr�ponent t� cvnduct a conser�ati�e �assuming reasonable worst-case scenarios} assessmen� of rrvater demand during th� wet-weather season. This volume will be re�erred t❑ as the "re�iable" estimate of irrigation demand. The pvrtion of water to be credited as retained � on-site far use in irrigation shall no� exceed the reiiable estima#e of irri ation demand. 9 d. Har�ested rainwater must be stored in a manner that precludes the breeding of mosquitoes �r o�her vectors ar vuith a draw down not to exceed 96 hours. e. When e�afuating the potential fo� on-site retention, each Permittee shalf consider #he maximum potential for e�apotranspiration �rom g�een roofs and rainfall harves� and use. f. Proj�ct requiremen�s shail address at a minimum �he po�ent�al use of harWested rainwater for non-potable uses including �oilet f�ush2ng, �aund�y, and coaling water makeup water. If the municipaf, building or county hea��h code�s} daes not allaw such use ot harvesfed rainwater, each Permittee shall develap a madel ordinance and submit it ta the city council or County Super�isors for cvnsideration within 24 months after the �rder etfective date. The madel ordinances shali be based on the International Association of Plumbing and Mechanical �tficials' �[APM�'s} Green Plumbing and Mechanica� Cvde Supplement �o �he 2D12 Natianal Standa�d Plumbing Cade, or similar guidance to ensure the safe and effecti�e use o� harvested rainwater, separate frvm the existing provisians, if any, for reclaim�d was�ewater. California is in the process of adopting its 2��� update ta the Uniform Plumbing Code that incorpora�es the IAPM� Green P�umbing and Mechanical Code Supplement. If the S�ate of California update incorporates the fAPMD Green Plumbing and Mechanical Code Supplement, Permittees are not required to adop# a mvde ordinance addressing �he po�ential use ❑f harvested rainwater for non-potable uses including �oi�et �lushing, laundry, and cooling water makeup wa�er. ��� A�tachment H—BioretentionlBiofiltrativn ❑esign Criteria H-2 M54 Discharges within the aRDER N0. R4-2012-D175 Coastal V1Jatersheds of Los Angeles County NPDES NQ. CA5D040Q1 5. Hydraulic Restrictian Layers � Infiftration pathways may need to be restric#ed due to the close roximit of roads p Y , foundations, or o#her infrastruc#ure. A geomembrane [iner, or other equi�alent water proafing, may be placed alang the verti�al walls to reduce la�eral flows. This �iner should ha�e a minimum thickness a� 30 mils. Generafly, waterproof ba�riers shou�d not be p�aced on the bottom of the biofi�tration unit, as �his would prevent incidental infil�ration which �s impor�ant to meeting the required pal�utant load reduction. G. P�ant�nglS�vrage I�edia Spec�ficat�ons a. The planting med�a placed in the cell shau�d achieve a Iong-term, in-place infiltratian rate af a� leas� 5 inches per hour. Highsr infi�tration rates of up �o �2 inches per hour are permissible. Biare#entionlbiofiltrativn sail shall retain suf�icient moisture to support vigoraus pfant grawth. b. Planting media should consist a€ 6� to 80°/o fine sand and 2D �0 4�°Ia compost. c. Sand shou�d �e free of wood, waste, caating such as clay, stone dust, carbonate, etc. or any vther deleterious material. All aggregate passing �he No. 2D� sieve size shou�d he non-plas#ic. Sand for bioretention should be analy�ed by an accredited lab using #��D, #��0, #40, #3D, #'I 6, #8, #4, and 3l8 sie�es �ASTM a 422 ar as approved by the local permitt�ng authori#y} and meet the folIowing gradation �Note: al� sands c�mplying with ASTM C33 for fine aggrega#e comply with the gradation re�uirements pro�ided in Table H-�}: � Tab1e H-1. Sand Texture 5pecificat�ans Percent Passin h 1Nei ht Sie�e Size Minimum Maximum ASTM D422 318 inch 10� �pQ No. 4 gp �p� No. 8 7D 100 No. �6 40 95 No. 3� �5 70 No. 4D � �5 No. � �4 p 15 No. 2�� � � Note: The gradation of the sand component of the media is belieWed to be a major fac#or in the hydraulic conductivi�y ot the media mix. If the desired hydrau�ic conductivi�y ot the media �annot be achieved wi�hin the specified proportions af sand and composf �#2}, then it may be necessary to �u�ilize sand at the coarser end of the range speci�ied in a�o�e �"minimum" column}. d. Compast should be a wefl decomposed, stable, weed free organic matter source derived �rom waste materials including yard debris, woad wastes, or vther organic ma#eria[s n�t including manure ar biasolids meeting s�andards develaped by the U5 , Campvsting Council �USCC�. The product shall be certified through �he USCC 5eal of � Tesfing Assurance �STA} Program �a comp�st #esting and information disc[osure program}. Compos� quality should be verified via a lab anafysis to be: Attachment H — BioretentivnlBiofiltration Design Criteria H-3 M54 Discharges within the �RDER NQ. R4-2ni 2-0175 Caastal Waters�eds ❑f Lvs Ange�es County NPDES N�. CASOD40D� ■ Feedstock materials shall be specified and include vne or more of the following: � landscapelyard trimmings, grass clippings, fovd scraps, and agricuftural crop residues. ■ �rganic matter: 3�-75°/� dry weight basis. • Garbon and Nitrogen Ratio: �5:� � C:N � 25:� � Maturityl5tab�lity: shall ha�e dark brown cofor and a soil-[ike odor. Compost exhibiting a sour or putrid smell, containing recognizable grass �r leaves, or is hot ��12� F} upon delivery or rewetting is not accep�ab�e. � T�xicity: any one of the f�llawing measures is sufficient to indica�e non�toxicity: o NH4:NH3 � 3 o Ammonium � 5�� ppm, dry weight basis a 5eed Germination � 80°/Q af contrvi o Plant tr�als � 80°/0 of cvntrol o SofvitaD � 5 index �alue ■ Nutrient conten�: o Total Nitrogen content 0.9°/0 or abo�e preferred o Tatal Bvrvn shauld be �S� ppm, soluble bor�n � 2.5 ppm � Salinity: � 6.0 mmhoslcm • pH between 6.5 and 8 {may vary with plant palette} • Compost �or bi�retentivn should be anafyzed by an a�credited lab using #24�, 1I4 inch, �/a inch, and � inch sie�es �ASTM D 422} and meet the gradativn desc�ibed in Tab�e H-2: � Table H-2. Cvmpost Texture Specyficatinns � Percent Passin b Wei ht Sieve S�ze 11Ain�mum Niaximum ASTM D4�2 1 inch 99 �iQQ �/� inch 9� �i�� '/4 inch 44 9� #z�o � �� Tests should be suffic�ently recent �v rep�esent the actual material that is anticipat�d tv be delivered to fhe si�e. I� processes or sources used by the supplier ha�� changed signif�cantly since the most recent testing, new tests shaufd be requ�sted. Note: the gradation of compost used in bioretentionlbiofiltrata#ion media is believed to play an impor�ant role in the saturated hydraulic conduc#ivi�y at the media. To achie�e a higher sa�urated hydraulic conductivity, it may he ne�essary to utilize compost a# the coarser end vf this range �"minimum" column}. The percent passing the #2D0 sie�e �fines} is believed to be the most impor�ant factor in hydraulic conductivity. In addition, a coarser campost mix prvvides more h�fierogenei#y of the bioretention media, wh�ch is bel�eved to be ad�antageous for more rapid de�elopment o� sail structure needed to suppor� health biologica� processes. This may be an advantage �or p�ant establishment with Iower nu�r��nt and water inpu�. �� e. BioretentivnlBivfiltratian soils no� mee�ing the above criteria sha11 be e�aluated on a case by case basis. Alternative biorefention soi[ shall meet the #ollowing specification: Attachment H--Biore4entionlBiofiltration Design Criteria H-4 MS4 Discharges within the �RDER N�. R4-2D'I2-0�75 Coastal Waters�eds of Los Angeles County NPDES NQ. CASD04001 "Soils for bivretention facilities shall be sufficiently permeabfe to in�iltrate runoff at a � minimum rate of 5 inches per hour during �he life of the facility, and provide suf€�c�ent refention ot moisture and nutrien�s to support heal#hy ��getation." The follvwing steps shall be f��lowed by �he P�rmittees to verify �hat alternative soil m�xes meet the specification: • Submitta�s —The applican� must su�mit to the Permittee for appravaf: o A sample of mixed hioretentionlbiofiltration svi[. o Certification from the soil supplier vr an accredited laboratory that the biore�entionlbiafil�ra#ion soil mee�s the requirements of this specifica�ion. o Certification from an accredited geotechnica� testing laboratory tha� the bioretentionlbiofiitratian soil has an infiltra�ion rate of be�ween 5 and �z inches per hour. o �rganic cantent test results of mixed bioretentionlbiafil�ra�ian soil. Drganic can#ent test sha�l be per�ormed in accardance with by Testing Methods fvr the Examination vf Compos# and Cvmposting �TMECC} D5.�7A, "Loss-an-Ignition �rganic Matter Method". o �rgani� Grain size analysis results �f mixed bioretentionlbiofilfration soil perfarmed in accordance with ASTM D 422, 5tandard Test Method �ar Par�icle Size Analysis o� Soils. o A description ot #he equipment and me�hods used to mix �he sand and compost to produce the biore#en#ionlbiofiltration svil. • The name af the testing labora#ory�s} and �he fol�ovuing infarmation: o Confact person�s} o Address�s} �- o Phone contact{s} o emaif address�s} o Qualificativns of laboratary{s}, and personnel including date o� curren� a Cer�itication by STA, ASTM, or appro��d equai. • 6ioret�ntionlbiofiltra#ion so�ls shalI be analyzed by an accredited lab using #�00, and �I2" inch sie�es �ASTM D 422 or as approved by municipality}, and meet the gradation described in Tabie H-3}.. Table H-3. Alterna#iWe Biore�entionlBiafi�tration 5oil Texture Specifications Percent Passin b Wei h� 5ie�e Size MinEmum Maximum ASTM D422 j/� inch 97 �OD 20� 2 � • Bioretentionlhiofiitra#ion soils shall be analyzed by an accredifed geotechnical lab tor the fvllow�ng tests: o Maisture — density rela�ionships �cvmpaction tests} shall be conducted on bioretentian svi�. Bioreten�ionlbiofi�tration sail for the permeahility tes# shall be compacted �0 85 to 9� percent of the maximum dry density �ASTM D1557}. o Cons�ant head permeabil�ty tes#ing in accordance with ASTM D�434 sha�l be � conducted on a minimum of #wa samples wi�h a 6-inch mold and �acuum saturation. Attachment H--Bioretentionl6iafiltratior� ❑esign Griteria H-5 MS4 Discharges within the QRDER N�. R4�20�2-Q175 Coasta!1Natersheds of Lvs Angeles County NPDES N�. CAS�040fl1 7. Mu1ch for Bioreten�ionlBiofiltrativn Fa�il�ties ``' ] Mulch is recommended �or the ur ose of retainin maisture, reventin erosion and � P 9 � 9 minimizing weed growth. Projec#s subject to the 5tate's Model Water Efficiency Landscaping �rdinance �or comparable lacaf ordinance} wili be required to provide at least two inches of mulch. Aged mu�ch, also calfed compost mulch, reduces #he ability of weeds to es�ablish, keeps soil maist, and replenishes soil nutrients. Aged mu�ch can be ❑btained through soil suppliers ar directly fram commercia� recyc�ing yards. It is recommended to apply �" tv 2" vf camposted mulch, vnce a year, preferably in June fol�owing weeding 8. Pian#s a. Planfi materia�s should be tolerant of summer drought, pvnding fluctua�ians, and satura#ed so�l cvnditians far 48 to 96 hours. b. !t is recvmmended that a minimum o� #hree types of tree, shrubs, andlor herbaceous groundcover specles be incorpara�ed to prv�ect against faci�ity fai�ure due to disease and ins��t infestations of a single spec�es. c. Na�i�e plant species andlor hardy culti�ars that a�e not invasive and do not require chemical inputs should b� used ta the maximum extent practicable. References California Regional �lllater Quality Control Board, San Francisc� Bay Reg�on. 2�1 �. Municipal � Regional Stvrmwater Permit ��rder No. R2-201 �-D�83, At�achment L}. Adopted NoW�mber �8, -- 2�1�. Dan C�oak, Dan Cloak Environmental Consuiting ta Tom Dalziel, Contra Cos�a County, February 22, 201 �.�htt :Ilwww.cccleanvuater.or Ic3� uidebook.html�. Accessed on January 31 , 2Q�2. Geasyntec Consultants and Larry UValker Associates. 2011. �Ien�ura Goun�y Technrcal G�rdance 1Vlanual fvr 5�ormwafer Qualify �onfral Measures, 1Vlanua!Updafe 2���. Appendrx D. Prepared for the Ventura Countywide Stormwater C�uality Management Program. July '13, 2�11. �� Attachment H—Biaretentionlgiofiltration ❑esign Criteria H�5 � _--� EXC E RPTS � � �� � E�CCERPT A: SHEETS FR�M THE PRDJECT PLANS F�R C�NSTRIJCTIDN ON � STATE HIGHWAY 79 S�LiTH �SR79] IN RIVERSIDE GDi1NTY, IN TEMECULA DN R�[JTE 79 FROM �.'� MILE EAST OF 1-'15 ANa � R�UTE 79 BRIDGE DVERCRQSSING, CQNTRACT N�. 3�oso4, - MAv 1995 � � . � . , i 3 C��S�TE79�u�5C�nR[SnrAwG 4 .. i � ' . . OfST C011NTY ROIfTE POSi IAILES TOTAL PRfldECT N0. 5�r TS IAfiDE7C OF S�fEETS � aa RIY, 79 is.a/�s,s � � ; � STA7E �F CALIFDRNIA �. x. ��' �.,.� . � „� SH�E'f N4. 1 ��nE S���T � DEPARTMENT �F TRANSP�RTATi�N ��� �.�.__._�__....V._ � 7YPICAL CROS5 SECTlON 7(-1 T� J(-3 � :�..�.�� w,,, � ,.�. SHEE7 N0. 2-4' � � , +wr.•i � SFiEET 3V0. 5 KEY �{AP & LINE IMDE7f(K--7} . pR��E�T PLANS F�R � �N T I N N ' �---��'""" '"� �--� '� � SHEET Np. fi-14 ,LAYDUTS (PLRN_& PRQFELE](L--1 TO L-10] . � � �u�� � � � ' .f� . MYd=1 RI+ �w�R�9[rea'1 � SHEET h[�. 27 LAYQUT tSEIMklARY OF QLIAN�iTi�S]tL�P2] [�`'___`����-�,•• � ; SHEET H�. 28-30 �UPER ELEYATIQA! dIAGRAI�(SE—] T� 5E--.3] S T A T� H I G H 1111A Y 79 S�U�H ������ ; �.;�,�,�.�1.,,����,.T SHEET HD. 31-35 ��T�UR GRADING Pl.Aft(G—� Ta G-5} ' �� �T� a ...__. �;,�.,„„ ..�� ._�'- ...�•. ti•y�y� .-r' �+ .��f w w w.x y: SMEET ND. 4z-as d��INAGE P�AN[Q-1 TQ a--5'} !N RlVERSlDE CDUNTY, IN TEMECLJLA �N R4UTE �9 � � 'ti �:a.,,....�,� .;'.�ry,;� i" ��.: � ,'i��;'< . �•.+ � SHEE7 N0. 52-57 DRAENRGE PR�FILES(D—f1 �0 D—i6} FRQNI 0,1 MILE EAST �F� I—�5 ANd R�UTE 79 BRIDGE OVERCROS5ING `"'u`�` ��:_:.��w�.�..'i:�;��`�-. �--. ; -- ,..,.,, :�.::� :. ��.�:`.••,.�4 f r ; s�sE�T �o. s3—s� �RA3iVAGE QUAN711'lES{0-22 TO Q-24} _TQ..U.60 MILE WEST_ QF_MARG_A�ITA �tQAQ w °'�-•-�. .�'. ..�',,.� _� �; , S�tEE� �D. 68—�a U�fLITY PLAN��J-1 Ta Ll-5'} ;fFRQM STA. 108+50,a0 TO STA.•'188.88.001� �` ' '•t^�-, ,..<:� '�, "` ' 5H�ET H0. 78-109 57AGE C(JNSTRUC710N PLAN(SC-1 TO 5C-32)* - ����'� '.-�� ��� �� ' Tv �e sv lemented � St�ndard �Id�ns dated JU�Y, i 99� ' _'.�.__. .. .�-.;�_. ._ ._ .-- � SHEET ND, 310—i22 PAVEMENT DELINfATION PLAN{PD--1 Ta �o-��)�«� � � PP Y ' •w ��, M x �•'s y *�SFiE�TS SG—T TQ'SC--11:SG��7 Tfl SC-21; . .,._�,._r . - : •r r��r, SG--27 TO SC-31 ARE•NOT PART QF TH[S BEQ SET. �•� • . . . . �r.:...'..a..rr. . � ��*5WEE7S PI7—T TQ PQ-11 �1RE HOT PART QF THIS 81D 5E7; ' � � - � � - - IQCAl10N I�AF ��� Y 1 i ' SHF�T NO.123; SQUNDWAl.l.PLAN At��[lIJANTl1'!ES[SW=1)i � ' � .�~ ; .. �. . . . . . -�_;�:; � ,..�.,. � w.:. � SiiE�T ND.124—t2b� R�TAINlNG WRLL PLAN[R--i T�R--23 • i � , �`�� �.+ � � �' �� �' U3 � � o � �� � ' � � ' A .� r ' K a i••� � " � � � p��'T a�, �� �o A�" m . � y� A � � � ' . N �z � . �� �� ' � i � �' � EK R�� ¢g a � � � . 3.0 �,sv��¢� ; � ��' �, �'�, ciTY a� rE�n�c��A ��'�E � °. 2 �" z'�, � ' A w d� �" BEGIN C4�t57R11C1'ION(SR-79) , ��;�' � G��•{ 1.1lJ<<Z`� afl �a l � a q�.1 �^� �a � STA. 1 Q$+50.60 � 1 Z , - � � v�q G P.lA. 19.5± � .c 27U � Q _ �°��� �'� � �j � R�,y��79 � , � � � 'a���� a. y � A ' f p4�F Ssr � g � °—�°o t�j Q �� ' g �� �G� Reqislc C Cinl fnqin a 17 ' s � �mr�.� �� �yU R�Nq � `44' �' j ¢ � °��'�� �G� '' ��+ � ,MEZ Sp��3 tl r7�p�� n�° R ��Ats�S COUHTY �F RI~ 51�E �22/°1� _ � c� v, uao� � � 499� 9 � +� �r$�n c �� �� ,� p C�N 8�Q�• $�• Z 4 � � , Plans Approwl GQte Ha �6-3�-47 cN3 u E�o��� 9 ��' ,� S�'i pyF � gtA,�gpy �ptySZPNG� x �,►► ti e ��p. • � ������ �'�s � i] "' PM tg• 5 a �� ��E�SF.��G y �Y��° sl' �iN��F �r 9k p�� a �t^ � �� ��u. a ���r+�o�S � 7E ECULA � t50 ��1'0� 17a t��� � p � q�ra�Rvl R 11 yW �n � � � o ¢ L17 fiP �� � �R�e� . p'�'t y� ���y � E�a.�gT�4'a� /_�.� � � �EGIN WORn I-75 ,� � •g A��T as NPp�5 C41dFL�AIYCE: CONTRACTOR ACR£ES iFfAT'NE SFlRlL RSSi1ME SOf,E �.� �,��.�3,..�.�� ��� � � � � P.AI. 3.2± z �' �, 4�' AN�COMPLETE RESPpHSIBt1TY FDR rE+NPOR.{RY ERD5IQN C�NTRbL Ke1fy �o�w�an � {poS N � , � 11 / MEA5�RE5 Wff1CH ARE R£�IJ1RE�FpR GF2ApfNC QPERATfONS SCFIEINJLEI] prfl�eet 1Nonoger,Se+lior Civif Eng�ncer � � �j { Q f FRQLi OCTOBER l5TN'f0 AARfC 1S7Ff�ilRfNG RiE COiJRSE QF Wj Q �P � '1 � CONS'fRrlC'�QN OF THlS PROJECT; THAT THrS REQl17REhfEN'f FOR hIPOES RiversEde County Tranapurfetion 6eparSmenT p �J,J � �, / COMPZIANC£S!-lALC APPLY C0IYRNU�iJSLY AN(!5ffRLL hfOT 8E tlAA1TEp ,J I � TO N4RA1A�.WQRKlNC HOURS,RAIp THR f I!i£CONTRRCTOR SNALL aFFENi7, 5Iy5I95 � � Q 6y / INI7EMNIFY, ANfJ HQLD TNE OWNER AND ENGfNEER HARMi.E55 FRpAA ANY pl�,�Pprowl t3ote AND ALL tfR8ltfTY,R£AL OR AZ1.EG�O IN CONNECRON ri?1}f NPL]ES ' ' � � � a� / � . CdAfAt1ANCE REQUlREMFNTS, ExCEPT FOR L�A8IUTY RRI5lNG FR�+u RrE Q' � SOLE NEGLICENCE OF TN�OWN�R 4R RiE CNG�NEER. 'IHE CONTRACTQR SHALZ B£Afi AZl.CpS75 FpR �Fi�CORREC�RO�f QR CflU�VTY OF RiVERSIDE, TRAi�S. QEPT. ' � w RFAfOVAL RND REALACEk{ENT OF 8£F'ECTIVE SVORX, AND ALL A00l�lONAL 4Q8a LEI�ON S�R�ET � , � � , l71R�CT AND lNp1RECT CQSTS TNE CQIINTY pR plSlR1CT A{AY 1NCClR ON RIVER51❑E, CALIF4RWIA 92520 � ACCOIJNT OF QEFECTlVE W81tlS,IMCti1D1NG�FIF COS25 DF Aaf]lTIQh1AL `� � � . Ao�ur�rsrRRnv�, r�aar�ssrw,fa�, cor�+sUzrRNr INSPECTION. �sn►vc � TRAI�lS—AACiF3C C�NSULTAI�TS lIVC. � � d AN8 0�l�R SERHCES. ' , � � 7he Cvntractvr.shOff passess the Closs (vr Classes} vf license o' �oa�� 2cen• �� ��• 27447 ENTERPftISE C€RCLE WEST � � w os spe�ified in fhe "�otice to Contractars" on page 1 qf the TE�IECULA, CAtIFQRNIA 9259� � a � 5pecia� Provisions. , sr.,�r.�:• �'- iar��• C4A�'�G�i�U. 3rJ�5�4 � ` � FOR REffLlCE� PLANS 0 1 2 3 r� ORIGINA! SCALE IS 1N IHCHES S.r� ! �__ L � I �V �8214 EA a750��1 2 _ � ` • , • y , - � ,.�..___v__......�_�....._.:w.�..�.......:...._.�,.:.,�...:r...._:.�:..��:.�r..�_�..w....�.._.,._- - .....�.._ _.._._ .�__ ______________._.�___.__.._..____._ __....__--.----,.—.-.-----.-.....-.-.---.... _._....._..__.� , � � oisr couNTr Rou� �esr�+ILEs Sr+EE7 TOrA� � . Tp7aL PROJECT N0. SNEETS ' , �E][iST:8L01NpFF ASSY:sn �as ���.ocarsn CURVE DATA OS RIV 79 16.p�19.8 '-7 , ;S�E SLTPPL$1►[�IYTAL��ln SET Ho: Tl4. RA�]LJS DELFA TANGENT [.ENG'��E �, ' .: • _ . x . 3� 294.OQ' 06°S I'15" lT.fi!' " 35.17' RECISTE C1NL EN . .. pt�Fsslp,�,� f • ' ;P.ttOTHCTED IH•PLACE'SE g�E � 9D.�0' 51'45'P9" 43.6fi` 81.30' �`'-�4 `�� � •�S[]PP.L�MENTAL BID S�T!�lU.6 y � . . - 3 22.5�' k�°41'15" 8.34' I5.98 22 . � a • ra Y.RGUILAR Pl..AHS+4PPROYA�QATE Ha. a`�80 4� 9053A�' 01°51'58" I46.73` 293.43' COUNTY Cf R�VERSl�E } E�'�-��97 'F � ` • � FOR GRAOlHG Q 9063.�' DI'13'D9"' 9s.3!' 192.s2' ��o"s�eeT,RIVERSkOE CA.92502-109� r c�vK ��, � $�E Ci-� TRQNS-A0.CIFfC CONSULTANTS,INC. *JT t�� r-' . ' �fi P5.4D' � 9a°44'22`� P5.32� 39•59` 27447 EfiTERPRlSE CIRCLE WEST.TEIiEC11LA C+�4259Q � C� � � :�K[ST:2Q'REC:WATEft:TQ a H 60°18`P3"W�- 964.OD' �2"I 1'OP° I B.38' 35.7�� � PROP. RI W �REMAl1�E:..PRO'I:�L��'°[!V PLACR ' I I11 r a$.fi2 .. ._._. ,_ " '" . . . N B3° 49` !6" E ,- � �.�.L.2 'RCP + . AI � f � �' '�]C[ST:TO'FMTU BE - E7C1ST:12`F14[;TO•BE-REIYIOYEE] � � . . . . �I Il�tli.84 C2 'R�blQ�[�D�gE�.S[}PPLEb[BN• �SE�S[3 P-LED[�NTAL Sia&@T I�0..5 • CL.C-BASIN OL-IA 7'AL S[D SET I�ip.S . W � N ' '$RZST:. 6"WA?E T❑SE•RELd�AT�D� � r i I ._..._.,,_. - - { , . .�. � . � m � aS£E.StlPP_I.E�EIVTAL SiLl..SL'�C_Ai.Q:y � 22 � 4 q AROP.'RIW �E A� 5 , O . a � � � ._._ � � — — ——_ �. —— , � _ Y——._..�—— � , — — _� — 3 ,____.. ,_ �� � m ' EXIST. RIW • „ . ���w��_ -- W * � ' �ERIST:TEE.{PPLCBEL:LITO,:SE IID+39.37 � 29° RI` '" 'A3 "8RI '20""REC. WAi'Efl TQ H . �❑ N 8£LGCATED 8Y UTH�iRS`- II+03.53 O SEi EE&LIPPY.E- Exl57.R/W�� ��r: fa ENTAt 8Id SET N0,,5 . o . IO �ExIST:GAS ' .:�. � Ifl5 i06 iQ7 SOB iV.6Q°..19� flZ��.E 309, 110 S11 112 R�fJTE 79. ii3 ea - ,�xisr:.so�vAYE�i� �g�RELa� 6, - •- saa iis � ris O7 . i L$A[E � L 8I0 5ET..I►T , , IIDs 44.8i C.L, RQl1TE 79 • N 32' 02 4T`. . + p} t ` E}LIST:TEL;ti9TE1TD'6E' AI ._...� �„9�4.13 C.L. �ED R� C 11R ❑LD C.L. � Afi N � ° 59' A "~ �1+1 64°19' 02"W �~ ,T'- �m � �ReLOCATEQf 8Y pTPi ��, � ¢ 1 �� w ^ � � , �r..�,.._-- --- --- -- ��'�� 3 • I �u-i w . ___......_�..-.—_._._�—.^.__....^._.___ I x r I! / .`"'�� "� � [y .. � �� U � � ExIST.36"CMp RISER 7Q BE REMOVE{1 W � � ExIST.2!'1H��T ■ � ExtST.36" RCP TO 8£ RF_MOVE� EXIST,RIW EYfIST,RIW Pi?flP.RIW ,� ��1 f H 29°AO' 59�� E. A7 = � E]CIST. RIW EXIST.�4"RCP TD REhAAIN ' U + ii4+83..f7 . � ' x �� T fl C.L.INLET FYPE GMp 5 ¢ z � BF� �2a� ,� ���o+ss.a2 �i ' � I—! ; �---1 ..J . -_ E]Ci&T:�LECTltNE'r['�•`88' F�R� C.�. 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Hydrolog�c Sorl Cr�up Hyclrnlogic Soif Gr�u�o--S�mmary hy Map Unit—Western Ri��rside Area,California tCA679y Map unit symbol Map unit name Rating Acres in A�f Percent af A01 AtC2 Arlingt�n and Gre�nfield C 1�49.8 39.6°/a fine sandy Ioams,2 to 8 perce nt slapes, eroderf AtD� Ar[ingtan and Greenfield C 47.� 9,9°/0 fine sandy loams,8 tv �5 perc ent slapes, eroded AtF3 Arlingtvn and Greenfield C 3.4 0.7°/0 fine sar�dy loams,15 to 35 per cent s�aPes, severely eroded EcE2 �scondida fine sandy C 10.0 2.9°/❑ loam,15 to 25 percent slopes,ero ded FcF2 Failbrook rocEcy sandy ❑ �.5 0.3°/0 Iaam,shallow,15 to 50 perc�nt s lapes, eraded �� GIC Gorgnnio Ioamy sand, A 18.p 3,g% __ deep,2#0 8 per�ent slopes GyA Greenfield san�y[aam,0 A 14.3 3.Q°/o ta 2�ercent slopes GyC2 Greenfieid sandy�aam,2 A 53.7 19.3°/0 to 8 percent sla�es, �roded HaC Har�fard[aamy fine sand, A 1.8 p.�4°/a �#0 8 percent slopes H�� Hanfnrd cnarsa sandy A 97.3 3.T°/o loam,2#n 8 per�ent slapes Hca2 Hanfard coarse sandy A 4.� �.p°/o �oam,8 fo 95 percent SIp}7@5,erod ed HgA Hanfard fine sandy loam, A p.2 p.p°/o �to Z percent s[opes LoF2 Lvdo gravefly loam,15 ta {] 2.6 Q.5°/o 5D percent sfapes, eraded PIB Pia�entia fine sandy ❑ 22,1 4.7��� Ioam,0 ta 5 percent slopes P�� Placentia fine sandy D 24.3 5.1°/o laam,5 to �5 percent � sfo�es [JSpA Natural Resvurces Web Soil 5urvey g13p��p�e� � C�nservatian 5ervice Natior�al Caaperative 5oil 5urvey Page 3 of 5 Hydrn�ogic 5oil Group Western Ri�erside Area,California � Hydrvlogic Svil Group—Summary by Map Unit--W�stern Ri�erside Area,Californ�a{�A679� Map unit symbvf Map unit name Rating Acres in AOI Percent of A�l ReC2 Ramona very fine sandy C 5.g 4,2�/Q laam,D#0 8 percent slopes,ero ded Rm�3 Ramana and Bur�n C 95.0 3.4°/0 sandy laams, 15 tQ 25 percent slopes, severely eroded Rn02 Ramana and Buren C 4fl.� 8.5°/0 �oams,5#Q 7 5 percent sfopes,eroded RnE3 Ramona and Buren C Z�.S �.fi°/o loams,5 to 25 percent slopes,severe�y eroded RsC Riverwash 17.2 2 4��a RtF Rockiand �.� �,�fl�a Ru� Rough braEcen land 3.2 0.7°/0 Totals fvrArea of Interest 4T3,9 '[00.�°/a �. � � uSpA Natura]Resources Web SoilSurv�y 913012U14 i Conservation Service Natianal Caaperative 5oil Survey Pa�e 4 nf 5 �� EXHIBIT E: RAINFALL MAPS �_yJ � S�T ■"'at'��� .r .. --r.r..c+i-��m.- rr yw. rT ;�g u 9� � �■� '�:�.. �- - ' - - - _� - ' �t ��r w`fi�ciw+�+M..;�.,.�illtjti�_ ',� �.3'���.r1�: � ��`•�� '=- �+[r�4�p �• ,��.�����'�..•..-:-�ty��.:�, '� ,�f ;�,� �+�L' : {' , *' T''• �� '��� �� _ 1 F If � A� � �i ���i` ,r 1� �p if � : ��' . 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I � EXHIBIT H: �VERALL WG�IUIP S1TE PLAN _J �