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HomeMy WebLinkAboutCT 00-06; Bressi Ranch Master Tentative Volume 1; Bressi Ranch Mass Grading; 2003-02-01. � � ; � �r . } ,1 , : � � � �, �{ !y ,, y FEBRUARY 2003 V OLUME I � � U Prepared for DRAINAGE REPORT BRESSY RANCH MASS GRADING & BACKBQNE IMPR4VEMENTS CARLSBAD, CALIFORNIA cT oa-o6 Dwg 400-SA, 400-8C, 400-SD LENNAR C�MMUNITIES do LENNAR BRESSI VENTURE, LLC 5780 Fleet Street, Suite 320 Carlsbad, CA 920(38 Prepared By: PROJECTDESIGN CONSULTANTS 701 `B' Street, Suite 800 San Diego,CA 92101 (619) 235-G471� Job No. 2244.00 Adolph Lugo RCE 50998 RegistraUon Expires 09/30/05 0 �.��:� R � - ��� � p i�1 -� Z � G� 'zt � Z r..: � �] '� mz � � � � G� �� :�. ��, .'� � 1 , '� \ � . DRAZNAGE REP4RT BRESSI RANCH MASS GRA.DING & BACKBONE YMPROVEMENTS CARLSBAD, CALXFORNIA CT 00-Ob Dwg 4p0-SA, 400-SC, 400-SD FEBRUARY 2003 VOLUME I f Prepared for • LENNAR C4MMUNITIES c/o LENNAR BRESSI VENTURE, LLC 57$Q F1eet Street, Suite 320 Carlsbad, CA 92008 � �...' Prepared By: PROJECTDESIGN C4NSULTANTS 70! `B' Street, Suite 800 San Diego, CA 92101 (619} 235-6471� 3ob No. 2244.00 � Adolph Lugo RCE 50998 Registration Expires Q9/301a5 � ,� - __ _ - �� �.�� :� . F . � �� � . � 1 � r�z � �j �� � � , � � � �� z� � � � ...;; �1 �T � _� � r� ''� • � � , TABLE OF CONTENTS Section • 1.0 TNTRODUC"I"ION ........................................................................�--.....-�-•--- 2.4 EXISTING DRAINAGE ................................................�---........................ 2.1 Existing �ffsite Drainage ................................................................... Z.1.1 Regiona] Detention ................................................................ 2.l.2 Offsite �'acilities .................................................................... 2.2 Existing Onsite Drainage -• ..................................��---.......................... 3.0 P�tOPOSED DRATNAGE IMPR�YEMENTS ........................................... �3.0 HYDROLOGY CRITERIA AND METHODOLOGY ............................... 4.1 Hydrology Criteria .....................�------................................................. 4.2 Hydrology MethodoZogy .....................................:.............................. 4.2.1 Mass Grading Conditian Hydrology ...................................... 4.2.2 LTitimate Condition Hydrolagy ............................................... 4.23 Detention Basin Hydrology .................................................... 4.2.4 Water Q�ality Requirements ....................•-.-.--....................... 43 � Explanation of AES Modified Rational Methad Sof#ware ................. 5.0 I•iYDRALJLiC CRITERIA ............................�-�---...................................--��-- S.I Hydraulic Criteria ............................................................................... 6.0 HYDRAULTC IvIE'I'HODOL�GY .............................................................. 6.1 Storm Drainpipe Design Methodology .................:............................. 6.2 Temporary Desilting Basin Design Methodology .............................. 6.3 Curb Inlet Analysis ........-� ................................................................... 5.4 Cancrete Ditch, Swale, Rip-Rap, and D-41 Analysis ........................ 6.5 OS-1 Detention Basin Analysis ......................................................... 6.5.1 �S-1 Spillway and Stilling Basin ........................................... 6.6 �xplanation of AES Pipeflow Software ............................................. 6.7 Explanation of FLOWMASTER PE Sof[ware ................................... 6.8 Explanation of PONDPACK Software ............................................... 6.9 Explanation of HEC-RAS Software ................................................... 7.0 HYDROLOGY ANALYSIS RESULTS ..................................................... 7.1 Mass Grading Condition Hydrology ................................................... T tiW.+c Reum122s�t 0 8iew Mau Grodm=Vkpx��27a1�i1� � w�mrt�nl bc � Page 1 4 4 4 6 6 7 7 7 8 10 1l I.4 15 15 17 17 18 18 I8 i9 19 20 21 22 23 23 24 24 24 s f� \ , 0 72 Ultimate Condition Hydrolagy ........................................................... 7.3 Detention Basin Hydrology ................................................................ 8.0 H7'DRAULIC ANALYSIS RESLTLTS ....................................................... $. i Storm Drainpipe Analysis .................................................................. 8.2 Temporary Desilting Basin Analysis ................................................. 83 Curb Inlet Analysis ............................................................................ $.4 Concrete Ditch, Swale, Rip-Rap, and D-41 Analysis .................•----. 8.5 05-1 Detention Basin Analysis ......................................................... 8.6 OS-1 Stilling Basin Analysis ............................................................. 8.7 CDS Unit Analysis ............................................................................ 9.0 CONCLUSION ............................................................................................ 24 25 25 26 26 26 2b 26 27 28 28 FIGURES Page 1 Vicinity Map .................................................................................................. 2 2 Detention Basin Location Map .................................................�---................. 5 3 RunoffCoeffcientExhibit ............................................................................ 9 L� 1 2 3 4 5 APPENDICES � � . � / 1 2 3 4 � M � TABLES HydrologyCriteria ......................................................................................... Mass Graded and Ultimate Condition Hydrology Comparison .................... Comparison of El Fuerte Street Storm Drain F7aws ..................................... HydraulicCriteria ................ ...................................................................... OS-1 Basin Analysis Summary ..................................................................... VOLUME I Rational Methaci Isopluvials Map (100-year} Mass Graaed Condition Rational Method Computer Output (lOQ-year) Ultimate Condition Rational Method Computer Output (100-year} VOL�TME II AES Pipeflaw Computer Outpu[ VOLUI�� III Temporary Desi�ting Basin Calculations Curb In�et Calcu�ations Concrete DitchlSwale/Rip-Rap/D-4 f Hydraulic Calculations T.�Wnei Rawn.n�3W 0 B<eni Muu G�dinylRc(am1224�PR3_kh whmnd 8x 11 Page s 13 14 17 27 .: � �� I\ � C�� J 8 � Detention �Basin Calculakions - Pondpack Calculations - HEC-RAS Calculations CDS Unit Calculations ATTACHMENTS • . .� � / Exhibit A Exhibit B Exhibit C Exhibit D Exhibit E 0 VOLUME iII Exisung Condition Drainage Map (1 Sheet) Mass Graded Condition Drainage Map {1 Sheet) Ultirnate Condition Drainage Map {3 Sheets} Mass Grading and Ultimate Conditian Hydrology Acreage Comparison (1 Sheet} AES Pipeflow and Ditch Calcuiation Node Number Map (2 Sheets) r.tiwra R�uw122a� o ercai Muu Gralmgutet.ml2la�pR3 aY�.uArond an 11] :, ��\ % � 1.0 INTRODUCTION This report provicies hydrologic and hydraulic analyses for design of the proposed $ressi Ranch Deve]opmenE {Project) mass grading drainage facilities. Specifically, the mas5 grading includes the construction of "backbone" drainage facilities within the Project "backbone" streets, and erosion controf desilting basins within the mass graded pads. Note that fine grading for the Pro�ect, i.e., individual planning areas, will occ�r once the mass grading and associated dry and wet utilities are constructed within the �ackbone raadway sys[em. The Project is located in the City of Carlsbad and is bounded by Palomar Airport Road to the nortf�, Melrose Drive to the east, El Camino Real to the west, and Poinsettia Drive to the south. Refer to Figurc 1: Vicinity Map, for the project focation. From a drainage design perspective, the backbone storm drain improvements were designed to provide connection points to the indivit�ua� planning areas that satisfy both mass graded and ultimate condition planning area development drainage conditians. lfiis approach was used to a�oid the design of separate storm drain systems for each development condition, and, during • finat engineering, provide the indi�idual planning areas with a backbane system that can be connected to without, or with minar, modifications. �� The mass grading industrial planning area desilting basin lateral connections to the backbone roadway a]so serves as the point of connect�on for the intemal drainage improveraent associated with u�tima[e condition p]anning area development. In the case of the residential planning areas, the mass grading lateral conneciion po�nts are at eit�er ultimate condition locations, or positioned slightfy downstream in the system to accommodate mass grading drainage patterns. However, note that the mass gradin� and ultimate conditions drainage basins, regardless of the exact co�nection point location, are approximately the same. From a hydtologic perspective, the land use assoc�ated with the p[anning areas are 1) industrial for PIanning Areas I-5; 2} residentia} for Planning Areas 6-14; and 3) mixed use for Planning Area 15. 1t is important to note, thnt drainp[pe connections from ihe industrirzl and resldenfial PA's 10 the bacl:bane sysrem, other than ihose locations identified in thts report, may invalidate the results of this study. Therefore, ir is the responsibility of the guest builder/developer during final engineering to make certoin rhar any new Iateral connection,s, ancUor changes i�t the connection locarion do nor ad7�ersel}' impacr the o»erall develapment hydrology ru�d hydrai�lres. REFORTl��4DR DOC a � � � � u , � C� � z W ca 0 t� � U � Q Figure I. Virinity 11�1ap � �\ � � The uftimate conditiort d�ainage design presented herein is a2so based on the following reports: 1) The Bressi Ranch Tentative Map DraiRage report [itled, "Preliminary Drainage Report, Bressi Ranch PJanning Areas 1 through la, and Open Space 1-6," dated March 2000; 2) drainage report prepared for the El Fuer[e Street grading and improvement plans, titled, "Drainage Report for El Fuerte Street, Bressi Ranch," dated Septert3ber 2002 which is currently in the City plan cE�eck process; 3} drainage report prepared for the El Camino Real widening plans, Utled, "Drainage Report far EI Camino Real, Bressi Ranch (CT 00-06)," dated October 2002; and 4) Chang re}�orts titled "Hydrology and Hydraulics Studies for La Costa Greens in Carlsbad" dated August I948, and "Hydrology and Hydraulics Stndies for Bressi Ranch in Carlsbad" dated March 2001, which address regional detention requirements for the overall watersi�ed. 5ee 5ection 2.1.1 for a descrigtion of the relevancy of the studies to this Praject. From a water quality perspective, the mass grading storm drain design will also be designed to meet State NPDES construction and municipal stormwater permit requirements. The design and analysis of the post-conswction BMPs for the Project are provided in this report and were developed in conjunction with the averail Storm Water Management Plan (SWMP) for Bressi • Ranc�. The SWIv1� was recently approved as a part of the Tentati�e Map submittal. The construction phase BMP for the mass grading are addressed in the Grading and Erosion Control 1'�ans and the SWPI'i'. To facilitate the plan check process the following is a summary af the items thaE are included in this drainage report submittal: • Hydrology for mass grading and ulEimate canditions construction phasing; • Storm drainpipe hydraulic capacity (Pipeflow) calculations; • Temporary desilting basin and riser pipe calculations; • Curi� inlet and catch basin design calculations; • Ditch, swa]e, np-rap and D-41 calculations; � ft�POitTR2upR.�OC � �� - � � • Post-construction BN1P design; and • Detention analysis. 2.0 EXISTING SIT'E DRAINAGE The following sections address mass b ading existing conditions offsite and onsite drainage patterns. These pattems provide the framework for the hydrologic evaluation of the mass graded ' and ultimate conditions hydrology, which was used in the design of the mass grading storm drainpipe system, and formulation of the detention scheme for the overall Bressi Ranch develapment. 21 Existing Offsite Drainage 2.1.] Regional Detention The regional detention studies for the Bressi Ranch, La Costa Gzeens, and Rancho Carrillo � projects were previously prepared by Rick Engineering for the Rancho Carrillo project, and Howard H. Chang Consuftants for the La Cosia Greens and Bressi Ranch developments. The Chang studies, which integrateJadopt the Rick anaiysis, alang with the Bressi Ranch Tentative Map drainage report were used as re�erence material in the final design of the Bressi detention basin(s}. The Chang reporis are titled, "HydroIogy and Hydraulics 5tudies for La Costa Greens in Carisbad" dated August 1998, and "Hydrology and Hydraulics Studies for Bressi Rancf� in Carlsbad" dated March 2001. As a result of the previous st�dies, there are currently two offsite deteniion basins that affect the iinaI design af the Pro�ect detention basins. The first basin was constructed as apart of Rancho Carrillo (Rick Engineering), and is iocated at the inEersection of E] Fuerte Street and Poinsettia Lane (southeast quadrant). The second basin {Alicante Basin) will be constructed with the La Costa Greens de�elopment (O'Day Consultants/Char�g), and will be located ai the proposed intersection of Alicante Road and Poinsettia Lane, �ust downstream of the Rick basin. The iatter basin is currently under review by the City. See Figure 2 for the deten[ian basin Eocations. � REPORT22MDR �OC j � i� � �� � �� � { FigUre �. Detention Basin Locations � RF.F'ORTY22«DR DOC I� � � The existing Ricic basin provides detentior� for the Rancho CarrilEo Project and a smal] portion of Bressi Ranch open space area. Due to a signifcant amount af diversion from the Bressi Ranch development, a second basin will be]ocated at the E] Fuerte StreetlPoinsettia Lane intersection {El Fuerte Basin). The El Fuerte Basin analysis and design are addressed in the second Chang report for �ressi Ranch, and will be constructed as part of the El Fuerte Street grading and impro�ement plans. The City is currently reviewing the El Fuerte Stree[ impro�ement plans. The Alicante basin also receives storm flow from a northerly tributary that drains the westerly haIf of the Bressi Ranch development. A second detention basin will be constructed for the westerly portion of Bressi Ranch within Open Space Area 1(OS-1 Basin}. This basin wil] be designed to reducel00-year project runoff to existing condition le�els. The design and analysis of the OS-I Basin is included in this report. 2.1.2 Offsite Facilities There are two offsite storm drain systems that affect the design of the onsite improvements. The � first system is Iocated within Palomar Airport Road and collects roadway storm flow priar to dischar�ng into an existing swale within the Bressi Ranch developmen[. The discharge location is at the proposed Palomar Airport Road/Innovation Way intersection. In the ultimate condition, the existing starfn drainpipe system will be extended [iown Innovation Way and tie into the backbone storm drainpipe system in Gateway Drive. • The second system is an existing 36-inch RCP and `F' Type Catch Basin, which conveys flow from the northwest portion of [he Project {to the west) across El Camino Real, just south of the El Camino Real/Palamar Airport Road intersection. In the ultimate condition, this system wil] be extended (System 800} to accommodate the same ex�sting conditior�s fiows. See Exhibits B, C, and D for these systern improvements, and Exhibit A for the Existing Conditions Drainage Map for Bressi Ranch. 2.2 Exisking Onsite Drainage Bressi Ranch currently consis[s of gently rolling hills covered with perennial �rasses, chaparral, agricultura! crops, and natura] dra�na;e channels. The site generally drains to the fallowing three F�.eoRTrz�aoa ooc 6 � \ ._ . .� � locations: 1) the intersection of El Fuerte Street and Poinsettia Lane (El �'ue�ce Basin}; 2) the intersection af Aticante Road and Poinsettia Lane (Alicante Basi�}; and 3) the intersection of El Camino Rea� and Palomar Airport Raad (PAR Basin). FIows from the El Fuerte Basin and the Alicante Basin are conveyed to an unnamed tributary of San Marcos Creek. Flows from the PAR Basin are tributary to Encinas Creek. See Exhibit A for the Existing Conditions Drainage Map for-delineation of the onsite drainage • basins and acreages. Exhibit A was acquired from [he approved $ressi Ranch Tentative Map Drainage Report dated March 20IX}. Refer to the EI Camino Real Drainage Report for the existing conditians analysis of the PAR Basin. 3.0 PROPOSED DRAWAGE IMPROVEMENTS The mass grading drainage improvements consist of a backbone storm drainpipe system, curb inlets, catch basins, concrete ditches, riprap energy dissipaters, temporary desilting basins, and detention basin. The main difference between the mass grading and ult�mate condition drainage � improvements is the temporary desilting basins required for the mass �-aded site. L.ateral pipe stub-outs are provided at key locations within the storm drainpipe system to accommodate ultimate condition flows generated from the residential and industrial planning areas. See Exhibits B and C for the mass graded and ultimate condit�on drainage maps, respective]y. 4.0 HYDROL4GY CRITER�A AND METHODOLOGY 4.1 Hydro[ogy Criteria This section of the report summarizes t�e drainage criteria that were used in the hydrologic ana.lysis and key elements of tf�e met�odalogy. Table 1 summarizes the drainage criteria for the project. A runoff coefficient (`C' Value) of 4.55 was used for all single family residential areas based on the current San D�ego County Hydrolagy Manual. Due to the relatively smafl lo[ s�zes, ihis `C' value was checked t�sing the Draft San Diego County Hydrology Manual, dated 5eptember 2001, that provides a table �isting `C values for various residentia] development densities. Figure 3 provides a calculatian for the maximum resident�al dwelling units per acre (DU/a�re} for the project r��hich corresponds to a`C' value of 0.55 in the Draft San Diego CJ r�oa-rnz•aoa ooc � �� � � County Hydrolagy Manua] Table 3-1. Table 1: Hydrology Criteria � � Desig;n Storm: 100-year, 6-hour storm. Land Use: Ezisting, mass graded and ultimate open space, roadway, single- and multifamily residential, and industrial. Runoff Ccefficients: Based on criteria presented in the County of San Diego H drolo ManuaI. Open Space, C = 0.45 Single Family ResidenUal, C= Q.55 Multi-Family Residentia�, C = 0.70 Commercial, C = 0.85 �Industrial, C = 0.95 Hydrologic Soil Group: Sail Group `D' per tl�e Co�nty Soil Group Map. Intensity and Time of Based an criteria presented in "5tandards for Design and Concentratian: Construction of Public Works Irr�provements in the City of CarIsbad," Drainage — Design Criteria section, dated 4-20-93 and the County o� San Diego H,ydralogy Manual. See Appendix 1 for the County Isop�wials. Minimum Tc = 6 min used per County of San Diega Hydology Manual ar�d AES Rational Method Program. 4.2 Hydrology Methodology From a drainage design perspective, the backbone storrn drain improvements were designed to provide connection points to the mdividual planning areas that satisfy both mass graded and ultima[e planfling area de�eloprnent hydrologic and hydraulic conditions. This approach was used to a�oid the design of separate storm drain systems for each development condition, and provicle the indivtdual planning areas, during final engineering, with a backbone system that can be connectcd to without, ar with minor, modi�cations. r�Potrm_a.u�a noc g l� � � � f� �� r � • � 0 ___� � S i "�� I N r �taa' RESIDEN-T1AL RUNOFF COEFFlC1ENT w� cA.s� �a �(AaC DM�Q LING UNlTS/AGtE a 13 UMTS/`L 1 ac ¢�2 DU/x �t ae�r s�w aEc�o NmRaacr ,�iwua�, c� a� Figure 3. Residential Runoff Coet'�icient Exl�ibit �� R�oxrn�..aox �oc � �� �� . % � Specifcally, the mass'grading industrial planning area desilting basin lateral connections to the backbone roadway also serve as the point of connection for the iniernal drainage improvement associated with ultimate plannin� a:rea deveiopment. In the case of the residential planning areas, the mass grading lateral connectian points are at either ultimate condition locations, or positioned siightly downstream in the system to accommodate mass grading drainage patterns. However, note that the mass gradin8 and ultimate conditions drainage basins, regardless af the exact l� connection point location, are apgroximately the same. Note that several of the temporary residential desilting basins connect to the backbone system through a permanent curb inlet, as apposed ta the permanent cannections, which do not connect through curb inlets. Mass grading and ultimate condition storm flows were calculated to determine the governing �low for the design of the desilting basin and backbone storm drain facilities, respectively. Specifically, the mass grading storm ffows were used to design Ehe ternparary desilting basin riser pipes and emergency spiliways, and design the temporary bladed swales and riprap. The ullimate condition storm flows were used to design: 1) backbone storm drainpipe system; 2} storm drainpipe ]ateral stub-out connections to the residential and industria] planning areas; • 3) curb inlets and catch basins; and 4) permanent concrete ditches and riprap. a.2.1 Mass Grading Hydrology The Praject mass grading provides an interirr� drainage tonditior� that incorporates the following design features: + Overall site mass grad2ng and backbone roadway improvements; • Temporary desilting basins with riser pipes and spillways; and • Temporary bladed swales and riprap eros�on proteCtion. The hydrology for the mass grading was used, in Iieu of the ultimate conditions hydro�ogy, only for the desi�n of the temporary desilting basins and bladed swales within the industnal and residentiai planning areas. The flows were not routed Ei�rough the backbone sEorm drainpipe system, sir�ce Ehe backbone drainpipe system was anly designed for ultimate conditions. � [t£PpRTl22�4DR DOC !� � ,� � > iThe desilting basins and temporary bladed swales were designed using the following criteria: • City of Carlsbad Standard Drawing DS-3; • Sheet and ditch f�ow aver the graded lats; • Runaff coeffcient value of 0.55 to ref7ect the graded and compacted residential and industrial pad areas; • Desilting basin riser pipes and spillways were ciesigned to pass the mass graded condition 100-year storm flows; , • Ou[flow pipes were designed to pass �ltimate condition 100-year storm flows. See Exhibit B for the mass grading drainage map which de�ineates the mass grading drainage basins and temporary desilting basin focations. a.2.2 Ultimate Condition Hydrology � It is importaztt to note that ultimate condition hydrology analysis was prepared by assuming an approximate stor3n drain layout witt�in each PA and by using street grades for ihe pipe slapes. This approach was used to acquire a more accurate estimate of future storm flows for [he design af the backbane system and PA stub-outs. The ultimate condition improvements consist of the following: • Proposed grading associated with the Bressi Ranch Development east of EI Fuene Streei and within Industrial Pianning Area S; • Proposed grading within the industrial and residential planning areas associated with the �ressi Ranch deveZopment as shown on the tentative map; • Backbone storm drainpipe system and inlets; • Concrete drainage ditches and nprap. The ultimate candition hydrology for the Project is based on: 1) the mass arading and storm drain plans for the backbone stor�n drair►pipe system; 2) the tentative map for the areas with�n ihe future residential and i�dustrial planning areas; and 3) EI Fuerte Street grading and impro�ement C� 0 REPORTR24nDR �OC' 1 I � ti � plans. See Exhibit C for the ultimate conditions hydrology maps. Mass Gradin Storm Drain Plans and Tentative Map Ir is imporrant to nore, rhal drainpipe connectians from the ind�strial and residenrial planntng areas to the backbone sysiem, other than those 2ocations identif ed in this repart, may invalidate the results of this study. Therefore, it is !he responsibi[iry of the g�est bui2der/developer during final engineering to muke certain thnt any new latera[ connectiorts, aru�/or changes !n the corvicection locatton do nor adversely impact the overQll development hydrology and hydraulics. A key e�ement of the mass a ading and backbone storr� drainpi}�e design for the planning areas was to minimize differences between: 1) the mass grading and ultimate conditions drainage areas and flow pattems; 2} the Eocation of the backbone connection points between mass graded and ultimate conditions; and 3) maintain the same drainpipe sizes for both mass graded and ullimate conditions. Exhibit D and Table 2 provide a camparison of mass graded and ultimate candition acreages at key points alang the backbone storm drainpipe system. Table 2 shows that the differences between the mass grading and uttimate condition drainage areas ai-e minimized. � However, at several locations along the backbone storm drainpipe system, the mass graded acreage is less than ultimate conditions. This situation occurs witt3in the residential planning areas at locations where the temporary desilting basins [ie inio the backbane storm drainpipe system downstream of the ultimate connection point. Unlike the indus#rial planning areas, the proposed conneCtion poir�[s for the residential planning areas are more clearly defined. Stub-out connector pipes are pra�ided at the intersections af future residential streets to accommodate 'future flaws. Note that the hydrology witlain the individual industrial and residentia2 planning areas will need ro be reanalyzed at the time of f nal engineering for tlie design of the intenor systems tluu tie into the backbone system. Tliis approach zs necessary to verify that the fnal 100-year storm f2aws are equal to or less thnn those shown on the EI Fuene Streei Pla�i.s ar2d in this report. . ,' RFFORTa2u�R o0C 1 � �J � Table 2. Mass Graded and Ultimate Conditian Hydro{ogy Camparison r 1 �J � Node Number per Mass Greded Liltimate Condit�on CJltimaEe Condition H drolo Ma Acrea e Acrea e 101.0 17.7 17.7 i05.0 40.9 40.9 106.0 46.9 46.9 107.0 60.4 60.4 148.0 76.6 76.6 ] 08.4 15.6 15.6 11 I.0 5.2 5.2 115.0 . 1I7.6 117.5 117.4 120.5 145.0 122.0 145.8 145.8 206.Q 2.7 31.5 210.0 34.3 34.3 300.5 • 24.5 24.5 ' 405.0 8.6 8.5 415.0 22.1 22.1 808.0 13.0 13.� 9p4.5 9.2 22.9 901.5 12.p 4.0 ' 9025 4.5 0.0 903.5 4.5 ] 0.2 1205.0 12.2 12-2 2D01.0 10.6 ] 0.6 2015 29.6 29.6 4D06.2 i4.! 10.1 5025.0 19.3 19.3 SD37.0 20.0 35.9 5060.0 SS.7 55.7 5075_0 b4.4 67J 5080.0 58.8 68.8 5090.0 69. B 97.2 5095.0 97.8 97.8 6020.0 31.6 31.6 El Fuerte Street Plans Tt�e stand-alone E] Fuerte Street Improvement Plans prepared by PDC show the proposed storm drainpipe wiEhin El Fuerte Street and the lOQ-year design storm flows. Nnte that moderate2y conservative flows were used in the design of the El Fuerte system to account �'or any minor changes in storm flows �esu]ting from the desi�n of the mass grading backbone system. The results of the hydrologic analysis indicate that the flows generaEed herein are consistent with the El Fuerte system design. Table 3 below presents a companson of the flows used for the El REPORTR2a�pR POC 13 V � Fuerte Street storm dr�.in design and the storm flows calculated herein. Tab=e 3. Comparison of El Faerte Street Starro Drain Flows Street Name System Name per Q100 per EI Fuerte Q100 per Curirent Exhibit 'C' Plan (CFS} H drolo (CFS Gateway Court 2000 110 105.5 Gateway Road 3000 6.4 5.6 Gardenlar�e Way 4000 40 39.9 Greenhaven Road 5000 200 155 El Fuerte Street Station G000 60 57.8 42+50 4.2.3 Detention Basin Hydro�ogy The OS-i Basin was designed to reduce peak flows from the westerly portion of the project such that the tvta] combined S00-year peak flows along the southwesterly project boandary do not exceed existing conditions. The existing condition flows are taken from the approved Bressi • Ranch Tentative Map Drainage Report, dated 2002. Excerpts from this report are included in Appendix 1.l for reference, and the existing conditions map from this repoR is pro�ided as Exhibit `A'. A detention basin wil� be provided for the easteriy portion of Bressi Ranch at the sot�thwest corner of Et Fuerte Street and Poinsettia Lane within OS-S. The design and anaiysis of this basin is provided in the drainage report and grading p[ans (Dwg. No: 400-8F) for E! Fuerte Street. De[ention was not considered for the PAR Basin tl�at is ]ocated in the narthwest corner of the site. As mentioned in Sect�on 2.12, there is an existing condition drainage area that drains across E! Camino Real to the Encinas Cree�C drainage basin. The existing condition analysis for the PAR Basin is included in the PDC "Drainage Repart for El Caraino Real, Bressi Ranch (CT 00- 06), dated Octobe.r 2002. Detention was not considered at this location since the stor�n drainpipe layout for proposed Pipe System 800 was configured to deliver appraximately tf�e existing condition 100-year storm flow to the existing 36-incf� RCP t�nder EI Cammo Real. T'his was accomplished by diverting a portion of industria] Planning Area 3 in P�pe 5ystem 122 to the Alicante Road P�pe System 100. Note that Ehe developed area fram Planning Area 3 will be � REPORTR24tDft DOC' 14 � • over-detained in the proposec! OS-1 Basin. 4.2.4 Water Quality Requiremen�.s From a water quality perspective, the mass grading storm drain design will also be designed ta meet State NPDES construction and municipal storrr�water permit requirements. The post- construction BMPs for the Project were de�eloped in conjunction with tt�e overal] 5torm Water ' Mar►agement Plan (SWMI') Car Bressi Ranch. The SWMP was recently approved as a part of the Tentative Map submittal. The final post-construction BMP design utilizes Continuous Deflective 5eparation (CDS) Units at key locations within the backbone storm drainpipe system to satisfy State and City NPDES post-construction water yuality requirements. The design consists of CDS Units within Systeans 100, 400, and 800 to treat industrial and residential flows from the wester3y portion of the project. Additionally a CDS Unit will also be located at the intersection of EI Fuerie Street and Poinsettia Lane to treat flows from the easterly portion of the projecE. The easterly CDS Unit is � included on the El Fuerte Street Grading Plans (City Dwg. No. 400-8F}. Note that the consiruction phase water qualiEy retjuirements and BMP design will be addressed in the Grading and Erosion Control Plans and the SWPPP. 4.3 Explanation of AE5 Rational Method Software , The Advanced Engineering Saftware (AES) Rationa� Method Program was used to perform the hydrologic ca�culations. This section provides a brief explanation of the computational procedure used in the computer model. The AES Rational Method was used to determine the 100-year storm flows for Ehe Project. The AES Rational Method Hydrology Program is a computer-aided design program where the user develaps a node Eink mode! of the watershed. The program has [he capabilGty of estimating conduit sizes to con�ey design storm flows, or Ehe user may inpui specific conduii sizes and open channels. Soi! types used in the model are based on hydrologic soil groups as outlined in tite Conservation Service's Soil Survev for San Die�o Countv. The rainfall in[ensity distributian and runoff cceffic�ents ut�lized by the program can be user-specified to be based on either t�ie County � RFPORTR2L4bR DOC 1 C I J � of San Diego or the City of San Diego Drainage Design Manuals. Developing independent node link models for each interior watershed and linking these sub- models together at confluence points creates the node linic model. The program allows up to five streams to confluence at a node. Stream entries must be made sequenEia3ly until all are entered. The program aliows consideration of only one confluence at a Eime. The pro�ram has the capability of performing calculations for 17 hydrologic and hydraulic processes. These processes � are assigr�ed code numbers, wF�ich appear in the printed output. The code nurnbers and their meanings are as follows: CODE 0: ENTER Comment CODE 1: CONFLLTF.NCE analysis at node CODE 2: INTTIAL subarea analysis CODE 3: PIPEJBOX travel time (COMPUTER estimated pipelbox size) • � CODE 4: PIPFJBOX travel time (LJSER specifed pipelbox size) CODE 5: OPEN CI-IANNEL travel time CODE 6: STREEI'FLOW analysis throt�gh subarea, includes subarea runoff CODE 7: USER-SPECIFIED i�ydrology data at a node CODE 8: ADDITION of s�barea runaff to MAIN-5trearn CODE 9: V-GiJTTER �1ow through subarea C�DE 10: COPY MAIN-stream data onto memary BANK CODE 11: CONFI.LTENCE a memory BANK with the Mainstream memory CODE 12: CLEAR a memory BANK CODE 13: CLEAR [he MAIN-stream L� RFFORT122a�tDR DOC � 6 ,\ . CODE 14: COPY a memory BANK onto the Main-stream memory CODE 15: HYDROLOGIC data BANK storage functions CODE 16: USER-SPECIFIIED Source Flow at a node • C� 5.0 HYDRAULIC CRITERIA The following section discusses the criteria employed in the hydraulic design of the storm drainage facilities. 5.1 Hydraulic Criteria Table 4 summarizes the hydraulic criteria used in the design of the storm drain improvements. Table 4. Hydraulic Criteria Underground storm drainpipe 100-year open channel flow where possible, or 100-year storm HGL below t�e inlet opening and below c]eanout systems to -of-ri�n elevations. Desilting Basins City of Caxlsbad Standard DS-3 and basin capacity chart Curb Inlets City of Carlsbad capacity formula for inlets on gracie, and 2 CFS/ft for iniets in sum ; minitnal b- ass. Ditches and Channels 1�`Year storm HGL contained within the ditch/channel with OS-foot freeboard. Rip-rap Counry af San Diego permissible velocity chari Detain to existing condition Q10(l per Bressi Ranch Detention Basin Tentative Map Drainage Study; pro�ide 1 foat freeboard to top of basin during ernergency overflow conditians; design overflow s iliwa for ultima[e candition undetained Q100. 6.0 HYDRAULIC METHODOLOGY The following secpon discusses t�e methodology used in the hydraulic design of the storm drainage facilities. Also included is a brief descnpt�on of the computer software used in the analyses. xFpoRTauaDR �oc 17 � 6.1 Storm Drainpipe Design Methodology The storm drainpipe was designed based on the ultimate condiUon storm flows. As discussed in Section 4.22 the hydraulic analysis assumes that drainpipes fram the industrial lots wilI tie-inta the backbane storm drain at the desilting basin outlet pipe locations shown on the mass grading storm drain improvernent plans. The residential area drainpipes will tie-in at: 1) the stub-outs pro�ided at the intersections of future residential streets, or 2} temporary connections to the �� backbone storm drainpipes. The drainpipe hydraulic analyses using ultimate condition storm flows was performed to provide �iGi�s: 1} that are inaintained beneath the roadway or pads, 2) thai minimize the use of water tight joints, and 3) provide ar� HGL at the PA conne�tion points that will not adversely impact future storm drainpipe systems within the interior portians of the residentia! and industrial planning areas. fi.2 Temporary Desi[ting Basin Analysis � The temporary desilting basins were designeci based on the City of Car�sbad Slandard Drawing D5-3, which prvvides basic basin geometry and a sediment capacity tatile. The required basin capacity was determined using the DS-3 capac'sty table based on the tributary acreage anc� slope. The following is a summary of the desiliing basin design criteria and metl�odology: • The riser pipes were designed to pass the 100-year mass graded candition flow with approximately 1 foot of head or less. •'The outlet pipes were designed to pass [he I00-year ultimate condit�on f7ow, since these pipes may be used in the f�ture for the onsite indttstrial area storm drainpipe systems. • The emergency spillways were designed to pass the 100-year mass graded condition f�ow with 1 foot of head or ]ess. • The basins were sized using the entire tributary area, inciuding open space, which provides a conservative estimate of sediitaent volume. i REPORTIL24tDR.DOC 1 & � 6.3 Curb Iniet Analysis Curb inlets were sized based on the lOd-year �Itimate condation storm flows with minimal by- pass. The inlets were sized assuming that the future industrial areas will provide self-contained storm drainpipe systems, i.e., will not discharge directly to the srreet. b.4 Concrete Ditcf�, Swale, Rip-Rap, and D-41 Anafysis The mass grading plans provide concrete ditches and bladed swales to convey concentrated water to outlet points. These irnprovements were sized using Manning's equation. Additiona]]y, riprap and concrete energy dissipaters were used to reduce flow velocities p�ar to discharging to natural watercourses or pads. The riprap design at the ditch and pipe out�ets was determined using the San Diego Area Regianal Standard Drawings (SDRSD} Drawing Number D�0 and Table 200-1.7 from lhe Addendum to the SDRSD specifications, which correlates riprap size with velocity (�ermissible velocity chart). The pern�issible velocity chart was used in lieu of the tracUve force method because it typically provides a more conservative design in terms of the • required riprap size. Concrete energy dissipators were designed for SysEems 100, 400, and 903.5, and the OS-1 Basin outlet. The energy dissipators for Systems 400, 903.5, and the OS-1 Basin outlet were sized using County Standard Drawing D-41. The OS-1 Basin size is based on the total width of lhe two outlet pipes (4.5 feet). The System 100 discE�arge and velocity exceed that of the D-41 design criteria. Therefore, the Sysiem 100 energy dissipakor was designed using Los Angeles Caunty Department of Public Works (LACDPW) design charts co�esponding to ihe American Public Works Association (AI'WA) standard plan 384-1, which accommodate larger disc�arges, �elocities, and associated impact laads. The System 400 and 9Q3.5 D-41 sizes �°ere also checked against the LACDPW design charts. Ti�e riprap pad at the dissipa[or outlet was sized using the permissible velocity charts based on a criticai depth flow veloc�ty over the structure's end sill. See Appendix 7 far the calculations. The AFS Pipef7ow software hydraulic 3nodel was used to determine the hydraulic grade line for the storm drainpipe system impro�ements. However, FLOWMASTER, proprietary software by Haestad Methods, was Used m the street f�ow calculations, pipe inlet calculations, and concrete � I � RF�ORTYL2uDR,DOC 1(� � ditches and channels. The following sections provicie a brief description of t�e analytical �rocedures usecf in eacf� model. 65 OS-1 Detention Basin Analysis As discussed in Section 4.2„3 the OS-1 Basin was designed to detain the ultimate condition i00- year sEorm event runoff back ta a level that provides an existing conditian runoff value for ihe r�� wester2y project flows. The following criteria were used in the analysis and design: • The 05-1 Basin design inflow hydrograph was developed from the Rational Method Tc and peak runoff identified at Node 125. The County hydrograph methodology shown in the draft County Hydrology Manual was used. • The basin was designed with 1) 24-inch and 30-inch RCP outlet pipes, and 2) emergency spi�tway. The spillway was placed at an elevation equal to the 100-year stage depth. • + The spillway was desi�ed for the fnll 100-year storm event in the event [hat thc autflow pipes are plugged. A one-foot freeboard allowance was added to the spillway flow depth. • The basin storage volume was increased by 10 percent to account for reductian in storage volume due to sedimentivegetation; • Riprap protection will be placed along westerly bank of basin, at the toe of the spillway, and the outlet pipes. A D-41 strucwre wilI be constructed far the outlet pipes to reduce autflow velocities. + The nprap sttlling basin at the spillway toe was designed to dissipate the 100-year flow velocities at t�e toe of the spillway. Tt�e stilling �asin was mode3ed using HEC- RAS. � From a des�gn perspective, the dual riser outlet pipes will not be constructed through the basin spi�lway. T'his implies that the spi]]way and outlet pipes will each discharge into separate energy dissipators. Specifically, the spillway discharges into a grou[ed ripra� r�oRr�z.anx ooc 20 � stilling basin, while the outlet pipes were designed to discharge �nto a D-�11 siructure. T'he stilling basin design approach was used due ta the higE� spillway velocities that range between 20-32 fps. The spillway and stilling basin design and ana3ysis is discussed in the next section. Additional�y, see Sectian 6.8 for the description of the PONDPACK mode9 used in the analysis of the OS-1 Basin. 6S.I Spillw�ay and Stillittg Basen Design The emergency spillway weir dimensions were calculated using the standard weir equat�on: Q= CLHsn whcre: Q- design discharge (cfs) • L.= weir length (ft) H= head above the weir required to pass the design discharge (ft) The weir coefficient of 3.08 was used to model the basin broad-crested weir. Additionally, a maximum head (H) of 2.5 feet at the weir was used to pass the 100-year undetained inflow storm discharge through the basin. 1'his approach assumes that the basin outlet works are completely pIugged. A stilling basin design was �sed at the base of the spillway to: 1) protect the spillway from scour due to hig� spillway velocities, and 2) protect the stilling basin and t�e existing channel from scour due to i�igh discharge velocities. From a hydraulic standpoinE, the stilling basin creates a hydraulic jump within the basin that reduces the flow velocities p�ior to �ntenng the existing channel. T�e spillway and riprap stilling basin dimens�ons, flow dept�s, and velocities were determined using tE�e Army Corps of Engineers {ACOE) HEC-RAS model. (See Sec[ior� 6.9 far an explanation of [i�e HEC- RAS Saftware}. �J 0 aFpOarn_x4aoR,noC 21 �� T�e sp�llway scilling basin riprap was sized using tractive force rnethodology. T'he method correlates maacimum shear stress with the minimum median rock size reguired for scour protection. Additionally, the nprap basin will be grouted due to the high flow velocities and turbulence created by the hydra��ic jump at the tce of the spillway. The outer perimeter of the OS-1 Basin will also be protected by riprap. This specifcaliy includes riprap at the westerly toe of the basin that is adjacent to the existing nat�ral channel. The nprap f design for the outlet pipes and basin side-slope was performed using the San Diego permissible velocity chart. 6.6 Explar�ation of AES Pipeflow Model The AES computational procedure is based on solving Bernoulli's equatian for the [otal energy at each section; and Manning's formula for the friction ]oss between lhe sections in each computationa� reach. Confluences are analyzed using pressure and momentum theory. Tn addition, the program uses basic mathematical and hydraulic principles to calcuiate data such as � cross sectianal area, velocity, wetted perimeter, norma] depth, critical depth, and pressure and momentum. Model input basically includes storm drainpipe facility geometry, inverts, lengths, conf]uence angles, and downstream/upstream boundary conditions, i.e., initia] waEer surface elevations. The pragram has the capability of perforrning calculations for 8 hydraulic lass processes. These processes are assigrsed code nambers, which appear in the printed output. The code rumbers and their meanings are as follows: CODE 0: ENTER Comment CODE 1: FRICTIQN Losses CODE 2: MANHOLE Losses CODE 3: PIPE BEND Losses CODE 4: SUDDEN Pipe Enlargement COD� 5: JLJNCTION Losses . REPOR"CR�44DR pOC �� � CODE 6: ANGLE-�OINT Losses CODE 7: SUDDEN Pipe Redaction CODE 8: CATCH BASIN Entrance Losses CODE 9: TRANSTTION Losses 6.'] Explanation of FLOWM.ASTER PE Software The FLOWMASTER model computes flows, water velocities, depths and pressures based on several well-known formufas such as Darcy-Weisbach, Manning's, Kutter's, and Hazen- Wil�iams. For this project, Manning's equation was used in the street flow calculations and concrete brow ditches. 6.8 Explanation of PONDPACK Model � PONDPACK, a software package designed by Haestad Methods, is a starm water-modeIing program that analyzes a tremendous range of detention systerns. For example, the progz'am ' analyzes pre- and post-developed watershed conditions and size ponds and E�as several opUons for autjet structure configurations, in order to accurately model the proposed design. The computer-generated output includes graphica] presentations of the inflow and outflow hydrographs, as well as the input characteristics of ti�e detention basins and outlet swctures in tabular form. � Program options include: • Create full drainage reports with table of contents and index • Compute pre- and post developed flows using SCS or Rationa] Me[hod hydrographs • Fstimate storaoe requiremenls and size ponds • Madel mulEi-stage outlets with tail water considerations • Analyze cul��erts with �nlet/outlet control checking • Solve complex waters�ed networks witf� interconnected ponds • Analyze channeE capacity � � REPORTRN4DR DOC 23 \ J • • Check auEfiow rates against pre-developed conditions • Compute water quality parameters such as minimum drain time ar�d detention time • Mode� any rainfaIl duration or time distnbution. 6.9 Explanation of HEC-RAS Software Tf�e HEC-RAS program ealcuiates water st�rface profiles for steady or unstready gradua2ly - �aried flaw in natural or man made channels, and can be used to calculate both subcritical and supercri[ical f7ow profiles. The computational procedure solves the energy equation by using the standard step method, with energy loss due to friction (Manning's equation). The program can mode] the effects of channel improvements and pnysica� obstructions such as bridges, culverts, weirs and levees. Input data such as channel geornetry, discharge, ro�ghness ccefficient and stageJdischarge relationship for the river is entered manually, and can be in either English or metric units. 7.0 HYDROLOGY ANALYSIS RESULTS . 7.i Mass Graded Condition Hydrology The mass grading hydra3ogy for the 100-year storm event was used for the basin and bladed swale design and temporary storm drainpipes. See Appendix 2 and Exhibit B' for the mass grading Rationa� Method computer output and drainage map. 7.2 Ultimate Condition Hydrology � The ultimate condition hydrology for the ]00-year storm even[ was used to design the backbone storm drainpipe system, curb inlets, and permanent ditches and energy dissipaters. See Appendix 3 and Exh�bit 'C' for ultimate condition Rational Metho� computer output and drainage map, respect�vely. See Appendix 4 for a comparison of the AE5 Rational Method and AFS Pipeflow node numbers. r�roaTniuna r�oc . 24 • 7.3 De[entivn Basin Hydrology Results of the OS-1 Basin anaEysis are included in Appendix 8. Results of the analysis indicate that the total 100-year project flow from the westerly portion of •Sressi Ranch will be 303 cfs which is 9 cfs below the total existing condition flow of 312 cfs as established by the Bress� Ranch Tentative Map Drainage Study. These flow values were determined by numerically summing the flow at each of the project out]et lacations along the southwesterly bo�ndary of - Bressi Ranch (See Exhibit `C'). Note that che proposed flow at the project boundary immediately downstream of ihe OS-1 Basin is 55 cfs higher than the existing condition flow at this location. Therefore, approximately 500 feet of the existiRg channel downstream of the project boundary wihtin La Costa Greens wilI experience higher flows. However, due to a reduction in �roposed flow alang tt�e remaining southwesterly boundary within PA-11, the total combined proposed runoff 500 feet downstream of the project bo�ndary is less than exisung conditions. Note that exisung candition flow conditians are attained prior to the proposed La Costa Greens storm drain improvements. • Therefore, the Bressi Ranch development will not increase flows within the proposed La Costa Green storm drain irz�provements. See Section 8.5 for a discussian of the OS-1 detention basin hydraulic analysis results. S.0 HYDRAULiC ANALYSIS RESULTS In general, the storm drains improvements for this project consists af: • A system of underground drainpipes; • Temporary Desiliing Basins; • Inlets and ca[c� basins; • Cancrete ditches, bladed swales, ener;y dissipaters {rip-rap and D-4k); • Detention Basin in OS-1; and • CDS wa[er quality units. The following sections address the results of the analyses associated with the above improvemer►ts. • REPORTI2?uDRDOC 7 S • 8.1 Storm Drainpipe Anal��sis In general, the drainpipe systems have been designed as open channels for the I00-year stortt� event. Howe�er, due to junction losses and required pipe grades, segrnents of the drainpipes are under pressure adjacent to cleanouts. Systems 100, 122, and 800 have signif�cant portions under pressure due to grading constra�nts. As a result, watertight joints will be used at these locations. The starm drainpipe analysis included in this s�bmittal includes only t�e mainline backbone storm drain system. See Exhibit F an� Appendix 4 for AES node nurnbers and hydraulic analysis output, respectively. See Appendix 4 for a comparison of Ehe AES Rational Method and AES Pipeflow node numbers. 8.2 Temporary Desilting Basin Analysis Results of the temporary desi9ting basin analysis are pravided in Appendix 5. The results include • the basin design flows, required sediment capacity, riser and outlet pipe design, and spilIway calculations. A sample calculation is provided in Appendix 5 that documents the steps used in [he design of ihe desilting basins and outleUriser pipes. 8.3 Curb Inlet Analysis The City of Car�sbad inlet design formula was used in the design of inlets on grade. For inlets in sump, a maximum of 2 CFS per lineal foot is used for design purposes. Results of the analyses are located in Appendix 5. 8.4 Ditch, Swale, Rip-Rap, and D-4l Anal}�sis The results of the ditch, swa]e, riprap and D-41 analyses are provided En Appendix 7. S.5 OS-1 Detention Basin Analysis The results of the Detention Basin Analysis are included in Appendix S. Appendix 8.1 i�cludes • REPORTI2?�4DR DOC 2� � the Pondpack detention routing calculations to determine basin outflow and maximum I00-year ponding depth. Apper►dix 8.2 includes a Pondpack weir analysis of the spillway weir. Appendix 8.3 includes a HEC-RAS analysis of the spillway autiet. Appendix 8.4 includes norma] dep[h calculations to detemiine the water surface eZevation and velocity impact of the increased flow downstream of the deten[ion basin. Thc velocity used to size the OS-1 Basin westerly riprap slope proEectian was acquired by using a normal depth velocity calculation at a cross-secEion taken through the existing channel. � �J ,• Table 5 provides the OS-I Basin analysis s�mmary, and shows that the detention basin design meets the design objectives listed in Sections 4.2.3, and 6.5. Specifically the PDC u1[imate conditions peak runoff of 452 cfs is detained back to 120 cfs, which combined with the remaining Bressi Ranch runoff, provides a toial n�noff of 303 cfs downstrearn of the basin, which is 9 cfs below existing conditions. Note khat the OS-1 Basin does not meet the req�iremer�ts for state dam classification since [he storage vo�ume is less than 15 acre-feeF. Table 5: 05-1 Basin Analysis Summary YDC Maximum Spillway BottomfTap Storage EmergenCy Outlet Pipe Q10� Water Ele�ation of Basin Volume at Spillway Weir Coniiguration Inflow/ Surface (feet) Elevation Top of Length (ft} Outlfow Elevation (feet) Basin (cfs) {feet) 4631I20 202.9 203.D 180.0/2Q6.5 15500 CY 35 Single 24" and Single 30' • {9.6 ac-ft) RCP Outlet Pipes @ 1% minimum slope 8.6 OS-1 StilIing Basin Design The ACOE HEC-RAS model was used in the des�gn and analysis of the OS-1 Basin emecgency spi�lway and r�prap stilling basin. The HEC-RAS calc�lations show that a hydraulic jump, which �s created by the basin, decreases the dischar�e veloczty into the existing cF�annel. Additionally, the model approximately locates the jump location and lenb h. REPORTli2a4pR DDC 27 � A Manning's 'n' value of 4.D47 was used to model the grouted riprap within the basin. Based on the HEC-RAS calculations a jump occurs at the toe of the spillway, which reduces the flow velocittes from approximately 3Q fps to S fps at the basin autlet. 1-ton gro�ted riprap wil] be used within the stilling basin to provide protection due to a combination of high design discharge, velocity, and tuz-bulence at the spillway toe. See Appendix 8.3 for the HEC-RAS computer output and HEC-RAS cross-section location �` Exhibit map. This Appendix also includes the HEC-RAS cross-section geometries, and HEC- RAS profile that shows the spillway and hydraulic jump locat�on and length. $.7 CDS Unit Analysis T'he results of the CDS Unit f�ydraulic ana3yses are provided in Appendix 9. The calcuiations provide ihe headloss through the Unit during the 10(}-year storm event. The AES Pipeflow calcualtions for Systems 100, 400, and 800 were analyzed in two segme�ts: 1) the frst segment downstream of the CDS Unit, and 2} the second upstream of the CDS Unit including the headloss through the Unit. The headlosses throug� the Units were 9.4, 3.2, and 1.6 feet for . 5ystems 100, 400, and 800, respecUvely. The CD5 Unit headloss calculations and details shown or� the starm drain plas were provided by CDS Technol�gies, Inc. 9.0 C4NCLUSION Tlvs report provides hydrologic and hydraulic analyses for design of the proposed Bressi Ranch Developnnent (Project) "mass grading plan" (mass grading) drainage facilities. Specifically, the Mass grading incIudes the: 1) construction of "backbone" drainage facilities wiihin the Project "backbone" streets, and 2} erosion control desilting basins within the mass graded pads. Npte that fine grading for the Project, i.e., individual planning areas (PA), will occur once the mass grading, and associated dry and wet utili[ies, are constructed within the backbone roadway syste3n. The Project is ]ocated in the City of Carlsbad. Palomar Airport Road to the north, Me3rose Drive to the east, EI Camino Real to the East, and Poinsettia Drive to the south bound Bressi Ranch. Refer to �igure 1: Vicinity Map, for the project location. CJ IIEPORT22u�R DOC 7 $ � From a drainage design perspective, the backbone storm drain improvements were designed to provide connection points to the individual PA's that satisfy both mass graded and �Itimate PA de�elopment hydrologic and hydra�lic conditions. TE�is appraach was used to: 1) avoid the design of separate storin drain systems for each de�eloprnent condiEion, and 2) provide the individua� planning areas, during final engineering, with a"bac�cbone" system that can be connected to witho�t, or with minor, modifications. � Specifically, the mass grading indus[rial PA desilting basin lateral connectians to the "backbone" roadway also serve as the point of connection for the internal drainage im�rovement associated with ultimate PA development. In the case of the residentia� planning areas, the mass grading iateral connection points are at either ullimate condition locations or positioned siightly downstream in the systern to accommodate mass grading drainage patterns. However, note that the Mass grading_ and ultimate cond�tions drainage basins, regardless of the exact connection point location, are approximately the same. It es importanl to note, thal drainpipe connections fram the industrial and residenlial PA's to the backbone systern, other rfr�n thoae locarions identified in this repon, may invalidnte the results of this study. Therefore, it is rhe responsibiliry of the guest builder/developer during final engineering zo make cenain ihar any new lateral connections, and/or changes in the connection location da nnt adversely impact the overall development hydralogy and hydraulics. The OS-1 detention basin is provided to reduce t�te total combined 100-year storm event peak flows within the westerly portion of Bressi Ranch to existing conditions. Speci�cally included in this report are: • Hydrology far mass graded and ultimate conditions; • Pipeflow calculations far the hackbone storm drainpipe systems; • Temporary des�lting basin calculations; • Curb inlet design; • Ditch, swale, np-rap and D-41 calculations; • R£PORTR2MDR �OC 29 � • Post-constructton BMP design; and Detention analysis. . � AFPQRTR2MpA DOC 3a � � 0 � � . � APPENDIX 1 R.A,T�ONAL METHOD ISOPLUV�AL MAP 100-YEAR � C� �.rrw!� ��h,!�I -; �a .,_ _.. ��� s ��.....- . - • f •- �-- �% ll• ��..��.r�" � . ��s� ..� �-��� . � �'a �■: .'��JLli�iif�: �rt���;��� � ' �!��`� ��:��'�i��.' �.+J •:� '''`�♦� ,i�.. �•�''1r•� �+ � �': . � �''��.�... ��������`���� ;�:,� '' ,}r'r � � ��+.A . �;�. ���•�• y;\ �'�: , � �����, ��, � �� .,,�.`:;;�;�'� ��� ��„�+� �� .� �i � 'rsz•;?: �.:� :��• ,� , • ;• : r� ��s � �,.;<<:: �, �'. �����; � ,. �,�'�� �► . -�� � � �r��` � ;:. �`�' ....�,. , ���; _ �. �( ti . � � ��C ', i ..^:!►`.' .?;�i�!1.;.:�JA �, ;.--%� ���r- f�� � �"� ^ i�'''�"_��''���. �.�N��'r� ' �•! 1-i��} ����,,,,�� ti+M---;.��: �::.�'���4x��a�� ��� �• � �_+ � l+a�.1'1'tiL y,���' i ''� ., '��yf.' �r��.r' �'•lr:r. .��,�:,.�;���1�F�i•,+`•%y: � j'Nf`�+,��,��� # �� , 4, •� : ;� �%+i�r� � .. �'�,� �_��i�:t,'�M .�4�*�I���'/�`R!�{����1��i�� +(l. .w .� .�-.�.'.., � �� . . i. ,��:�,� * .'� "}����,,=t,;'/� �f �1��j � .- L (�' ��T ..• � :'��;� • ��,, � ^ r� ���_ �•... ...t�� r ' _ � ��•. � ��� � .r�.�Tt- .i�; .�.•�_,.,� �.._ �: y�art: �� � �� " .: ��> ,� � � 4�'�'�- .y1F^' ���, -�� � ��=���� �. � � ���:�� � ;� rilli� ��r� a�•�'i/r�:r:i�i�r �5�r �,{►'•+�� i` r�i�.:� ,� ■ �i� � c �� i�'�ii�:��' �'E'.��;;�� � � :, ��;�w+. rI .1 .�`.�"7 �Yj:it r1 e � y * � r��'�3�rrr�r���'�.��� _I�ie������� �.� ����i���. ���„1�'`r';'i ' rlfi��!j�; � ��!��::��i;''� �; � ���x��,►i;��,�,���:,�, �; - «� ::�._,.:,��,•. �,:�y: = •: � 3�:�r I � �,;�. ��� �,���lr� . ,� . .;� ��� !r t �.... ��.�' �� + . G � I .. ���� "r-: ��:"?�f���.. .� �1��"�;��� -�ti . �.�.. ; '���=-��rj�..� :� ,�r � ��E ,� �� =,:'�s;;;i:x;,4'� � '�.'f��i� �`J� '=: -�•� « rar�.•�• ^: i+�~� � ��� ��-iI -.. � f = �.��','�''.l.l.r�i�� e �'��`���,+/'� �1 `.�S'S; �:LQ �; ,�� �1'lyil•: ! � ,. N•� - �� . I,���'I..:!� i �.,,.: uy- ,� `+H���'■ 1 �Z����Y �� �_ � � l�' � �4.f�11[�-• ,�111r_�iiiir"; �. f' � I��'r�t �t: �'� `:i. %���'j�:� -� �r, -�:;�;:,:•_ �� ��� a�•. �'�I - � :.: - • APPENDIX 1.1 EXISTING CONDiTION 140-YEAR R.ATIONAL METHOD FR�M APPR�VED BRESSI RANCH TM DRAINAGE REPORT MARCH 2O00 � � � � � � � 1 1 .1 1 � 1 � � � � � � � PRELIMYNARY DRAINAGE REPORT BRESSI RANCH PLANNING AREAS � THR�UGH 14 AND OPEN SPACE 1- 6 CARLSBAD, CALxFORN�A MARCH 2O0Q _ Pre�ared For: LENNAR C011�1���U1!'ITIES 5780 F3eet Street, Suite 320 Carlsbad, CA 92008 Prepared By: PR4,TECT DESYGN CONSULTANTS 701 B Street, Suite 800 • San Diega, CA 92101 Document No. I 325.50 Mark F. Campbel� RCE 48040 Registration Expires ] 2/31/03 Prepared By: DU Checked By: MW 6 � � �' �� � � � � � � REP71]155YDFt pOC Table 3. Existiog Surface Runoff Calculations fia \\ � � r� �J min. � J San Diego County Ratzona] Hydrology Program CIVILCAD�/CIV�LDESIGN Engineering 5oftware,(c)199�-1998 Version 5.1 Rational merhod hydrology program based on San Diego County Plopd Control �ivision 1485 hydrology manual _____`RationaZ_�ydrology Study Date: 03/15/pp ------ ----------�--------- BRESSI RA1�CH PRQJ6CT ------------------------ - STORN! DRAIN STU�Y PRE-DEVELOP�D CONDITION 100-Yk Q, FILE: 1325E1.' ..�...... H drolo '------------------------------------------------- Y qy Study ConCrol Infocmation ••••«�+«*, --------------------------- --------------- Project Design ConsuZtar�ts, 5an diego, CA - S/N 731 y A�� � ------------------------------------ Rational h dro�o -"--`- Y gy study storm event year is la�_D �� Engf1sh {in-lb) input data Units used English (in} zainfal}. data used Map data �recipitation entered; 6 hour, pceciPitation(inches) � 3.OQ0 29 hour precipitation(inches) = 5.2fl0 Adjusted 6 hour precipitation (znches) = 3_000 P6/P24 = 57.7$ 5an Diego hydrology manual 'C' values used Runaf€ coefficients by modi:Fied ratianai method +++t++�+++++++++t++++++++++++f+++++++++�++++++++++t+++++++f�tf}+++++++ Process fzom Point/Stataon 100_Ofl0 to PointlStation 10�.pOp " " INITIAL AREA EVALUATION 'i•• 1)1^•385 +60(min/hr) t 10 g est elevation � qqp.�fl0(Ft_) Lowest elevation = 200.00Q{Ft.) Ele�ation difference = 290.000{Ft.p TC=((31.9'D.5303^3}/{240.04)]^_385= 9.07 + 10 min. _ Rainfall intensity {If = 3_333(In/Hr) for a 100.0 yeaQ7storm �ffective runoff coefficient used for area (Q-KCIA) is C� 0.950 Subarea runoff � 152.538(CFS) Tota1 initial stream area = 101.7p0(Ac.} Decimal fraction soal group A= O.00Q Decimal fraction soil group B= 0.000 Decimal fraction soil group C= O.00D Decimal fraction soil gro�sp D= 1.000 [RURAL{g�Qater tt�an �.5 Ac, 0.2 t�a} area type) Time of concentration computed by the natural watersheds nomogra�h (App X-A) TC = (11.9•lengthiMi)^3}/{elevation change{Ft. Initial s�barea flow distance = 280Q.000{Ft.) Hi h ++++++++++t+++++++++++++++++++++f+++++++++++++++++++++++++++f++t++++++ �a � � � � � � � � i � • ; a. `' k�=" �: — �?�'i��1":�,s'r:�;!?�: - a,.. ses : i f..:�1� .i �#' Process from Point/StatiQn "" IRA�GULAR CHANNEL FLOW TRAVEO1TOQ0 Co+PointlStation 201.000 Depth of+flow = i.{14fFt_}, Average velocaty = 5.323 F�/s ------------'_Irregular Channel Data �•••••..... { } Informatlon entered for'subchannel numbez 1 W � �-~-'_' Point nUmber 'X' cpordiaate 1 'Y' coordinate a.00 30.00 Z 35_00 3 20.00 80.00 I0.00 4 200.60 5 o.oa 300.0o ia.00 6 340.OQ � 390,00 20•00 Manning'$ 'N' friction factor = 30.00 --------------------- 0.045 -------------- SUb-Channel flow = '-'--`-'- , , 152.538{CFS) ------------------- flow top width = 35.507{Ft.) � velocity= 5.323fFt/s) area = 28.659fSq.Ft} ' Froude number = 1.0q4 � �Jpstream �oint elevation � 200.000(F[.) Gowns[ream point elevation = Flow length = 1P5Q.000{Ft.} �60��00{��,y TraveJ. time � 3.6D min. Time of concentration � Depth of flow � Z2•6� min. 1.614{Ft.) Average velocity = 5.323(Ft/s} Total irrege�3az channei flow = - Izreq�lar channel normal depth above inv�ert5el�v. - Average velacity of channel{s) Y 5.323{Ft/s} 1�61q{Ft.� Sub-Char-tnel No. Z Critical depth = 1.6q1iFt.) , Critical flow top width = , Critical flow veloclt 36.094{Ft.� ' Critical flow area = Y� 5•252{Ft/s) 29_ 608 {gq. Ft} +f++f++�+++++ifi}�}}}tt+t-F+++}}++++++++++++++++++}++}+}+++t+t�++ftttf+tt Process from Point/Station "" CONFLUENCE OF MINOR STR�,�S�O1}OQQ to ppint/Station 201 . fl00 Aiong Main 5tream number: 1 in nocmal stream number 1 Stream flow area = Runoff from this stzeamol 700`�c � Time qf concentration � 152.53${CFS) Rainfall intensit 22'6� mzn. Y = 2.981{?n/Hr} +++++++++++++++++++++++tf++++++++f+f+++++f+�+++,+++++++++++++++*++++++ Process from Point/Station .. 200.000 to Pazn[1StaCion ' INITIAL RREA EVALUATIdtJ •-�• 2Q1.QOD Decimal fraction soi] grp�� ,G � 0.000 S i � �J min. Decimal frac[ion soil group g� 0.000 DeCimal fractzon soil group C= p.p00 Declmal fraction soil qroup D= 1.00Q (RURAL{greater than 0.5 Ac, 0.2 ha) area type} Time oF concentration computed by the natural watersheds nomogxaph (APp X-A) TC � [11.9�.length{Mi)^3}/{elevation change(f't.]})�.3g5 '60{min/hr} � �p Initia]. subarea flow distarzce = 3150.Q00(FC.) Highast elevation = 950.000(Ft.) Lowest elevation = ;50.000(Ft.) Elevataon difference = 290.p00(Et.) TC�[{11.9•0.596fi^3)/{290.00}]".385� 9.66 t 2d min. _ . Raxnfall intensity (i) - 3.268(In/Hr) for a �9•66 min. Effective runofE coefficient used for area ;=KC�p 100.0 year storm Subarea runoff a 116,767[CP5) Q � 1$ �°` 0.450 Tota3 iniCial stream area = 79.400{AC.} t++�++++++fi++++fi}{{}}{}{}}�.}+ti}}}}+f+{++i+ii++++++++}+++}}}}++++++f++ ProcEss from Poznt/Station "" COtJFLUENCE OF MINOR S�R�,�yg20d+000 to Point/Station 201.000 P.long Maza Stream number; 1 in normal stream numbe~ Stream flow area � 79.400fAc.) P.unoff from this stream = Time of concentration = 1��'�b� « �S} Rainfal� intensit 19•65 mzn. Summary of streamYctata: a 2�8�Zn/Hr) S[ream FZow rate TC �O• (CF51 Ralafall Intensity (min} {In/t3r} � 152.538 z i16.767 Qmax(1} - 1.000 • 0.912 � Qmax(2} � 1_OOQ � 1.000 ' 22.67 19_fi6 i.000 � 1.000 • D.B67 • 1.004 k 2.982 3.266 152.5381 f 1Z6.767) + = z�g.a6a 152.538) + 116.767} + = 2q9,062 Total of 2 streams to confZuence: Flow rates t�efore confluence point: �52.538 11b.767 Maximum fPow rates at confl�ence using above data: 259.D60 249_062 Area of streams before confluence: 1D1.7p0 79.90Q Results of confluence: Total flow rate = 259.D60(CF'S) Time of concentration = Effective stream area after2confluence = 181.100(Ac.) +++}++++}{}++++}+++++i}f+++}{-}}}+++f+{++{++++++++++ftt}++fitt+}}+}+.ft+f i �� 6 0 � � Process from Point/SCati�n 2Q1.000 tp Point/Station "`� IRREGULAr� CHANNEL F'LOI^1 TRAVEL 'iIME ' • • • 301 .000 � Depth oE`flow = 2.095(Ft.), Average velocit t "" Irregu3ar Charsnel Data y 5.366{Ft/s} .«...,..... � information entered for subchannel number`3 ' �� Point number 'X' coordinate 'Y' coordinate � D.00 20.00 2 65_00 10.00 � 3 250.00 O.OD 4 305_00 10.Q0 5 350.00 20.00 � Manning's 'N' frxction factor = 0.095 ----------------- Sub-Channel flow = T 259.060(CFS) '� ' � � � ' ' flow top width = 96.090{Ft.) � � � velocity= 5.36b{Ft/s) area = 96.280(Sq,Ft} � ' Froude number = Q_�Zq � � � � �Jpstream point elevaCzon = I60,Q04(Ft.} Downstream point elevation = ]30.00Q{Ft ) Flow leng[h a 1200.00QiFt.) Trave] [zme = 3.73 min. Time of concentration = 26.q0 min. Depth of flow = 2.095(Ft.j - Average ve3ocity = 5.356{Ft/s) Total irregular channe]. flow = 259.060(CF$) Irreguiar channel normal depth above invert e].ev. _ Rverage velocity oE channel(s} = 2•095iF't.) 5.356(�'t/s) 5ub-Channel C�o. 1 Cririca� depth = 2.031 Ft.) � ( Critical Elow top widti� � qq.68$(Ft.) Criticai fZorr velocity� 5.7Q8(Ft/s) � � Critical Elow area � 45.386f5q.Ft1 +t�+t+++i+++++ff+++-F+++i-++++++++++}i+t++++i++++�t++}}++++}++t�+t'�t+ti+ Procass from Point/Station 2QI.000 to PoinC/Station "" CONFLUE�JCE OF MINdR STREAMS 301.OQD *�.. Alpng Main S[ream number: 1 in normal stream Rumber 1 Stream flow area = 181.100{Ac.) RunoEf Erom tnis s�ream = 259.06p(CFS} Time of concentration = 26.4Q min. Rainfall intensity = 2.703fIn/Hr) +++++++++t+++++++�+++tft+++++++++++++++ttt*+++�+ff}+++++++++++++++++++ Pxocess from Poznt/Statiorz 300.000 to Point/Station 301_000 " '• INITIAL RR�A EVALUATION ••�� DecimaP Eraction soil group A= a_aao Oecimal fraction soi�. group B= 0.000 Decima! Eraction soil grouP c= o.aoa n 1S � � fle�imal fraction soil grQup D= Z.Qpp [RURAL(greater than 0.5 Ac, 0.2 ha) area type] Time of concentrat�on computed by the natural watersheds nomograph (Rpp X-A) ?'C = [11.9•lengt�;Mi)^3}/{elevation change(Ft.))�^.385 '60{min/hr) + �p min. ` Fni[ial subarea ffow distance = 2500.000(Ft.) IHighest e�evation = 940.000{Ft.) Lowest elevation = 130.OQD(Ft.} Elevation difference = 310.000{Ft.1 '�C=f{ZI.9�0.4735^3}/[310.0011".385= 7.21 + 16 min. _ Rainfall in�ensit �7.21 min. Y(11 = 3.561(In/Hr} fpr a 100.Q year storm EffecCive runof£ coefficlent used for area (Q=KCIA) Is C= 0.950 5ubarea runoff = 89.901;CPS) Total inxtial stream area = 56.100(Ac.) +++++++;�+++++++4i++i+++++++++t+}+t++}f++fif+++++++++{+++++++++++i{++++ P.ocess from Point/5tation 300.fl00 to Point/Statipn ' CONFI,UENCE OF MINOR STREAf�ES 3Q� •000 +�+: • Along Main Stream number: 1 in normal stream number 2 Stream flow area � 56.20QiRc.} RunpfE from thls stream = 89.9p1{CFS) .Time oF concentra[ion = 17_21 min. Rainfall znterrsity = 3.561(fn/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity �o. fCFS) (min} (In/Hrj 1 z5g. o5c� Z B9.90I Qmax{1) _ ]_000 ' 0.759 • Qmdx[2} _ 1.000 • 1.000 • r� 26.40 17.21 j.000 � �.00a • 0.652 � 1.000 • 2.703 3.561 259.050) + 89.901) + = 327_285 259.060) + 89.403) + = 258.602 Tota1 of 2 streams to confluence: Flow rates before confiuence point: 259.060 89.901 Maximum flow rates at conFluence using above data_ 327.285 258.B02 Area of streams before confluence: 181.100 56.100 Results of conFluence: Total fiow rate = 327.z85(CFS) Time of concentration � 2b.399 min_ EEfectzve stream area after confluence = 237.200iAc_J +4}+}}++++ii�{}+44+}++++++f}+}}}}}{+++i+++�-+++++++++i+i�+ifff}}}{i++ii} Process from Poin[/Station 300.000 to Poznt/5ta�ion " CONFLU�NCE OF MAiN STR�AMS '+�• 3Q1.000 i� � � � � � ?'he fo}.lowing data insade NSain Stream is listed: In Main Stream number: 1 Stream flow area = 237.200(Ac.) Rt�noff from this stream � 327.285(CE5} Time of concentzation = 26.40 min. Rainfall intensity = 2.�D3(In/Hr) Summary of stream data_ Stream Flow rate TC No. (CF5) (min) 1 327_285 Qmax(1) _ 1.00p � Rainfall Entensity (In/Hr} 26.40 2.703 ].OQO ' 327.2851 + = 327.285 � TotaZ of 1 main streams to cor,fluence: Flow rates before con;Fluence ppint: 327_285 Maximum flow rates at confluence using above data: � 327.285 Area of streams befpre canf3�ence: 237.200 `� � � � � miR. • Res�Its of confJuence: Total flow rata = 327.285{CF51 Time of concentration � 26.399 min. Effective stream area after confluence = 237.200(Ac_) #++++++++f+++�+++++++++++++++++++++++++f+++++f++-�+++++++++�++++��+++++ Prpcess Erom Point/Station 900.Q00 ta Point/Station 901.000 * " } INTTIAL AAEA EVALUATION �+�• �ec.imal fractior-� soil gro�p A= O.00p DEcimal fraction soil group B a p.000 Dacimal fractian soil group C= 0.000 DecimaZ €raction soil group D- 1.000 [RURAL(greater tt�an 0.5 Ac, 0.2 ha) area type] Time o1E concentration computed by the natural watersheds nomograph (App X-A) TC a (11.9*length(hii)"3)/{elevation change{Ft.)))^.385 "50(min/hr) + iCl IniCial subarea flaw distance = 1350.�00{Ft.) Highest elEvation = 915.000(Ft.) i.a�est elevation = 190_OQQ{Ft.) E�evation difference a 225.000(Ft.) TC=[;11.9'0.2557^3)1(225.00)}^.385= 9.00 + 10 min. _ Ratnfa3l intensit �q•�a min. Y[I1 = 9.068(in/Hr) for a 100.0 year storm Effective runoEf coefficient used for area (Q=KCIAJ is C- 0,450 5ubarea runoEf = 33.998{CF5) Total initial stream area = 18.3a0(Ac.} +}}+t+{++�+++++4+++++++++}+++++f-++t++t+t+}+fi4++};f++++++};+}+�t+++++++ � Il ------�� -- - -- - -. ■ � � � � � min. � �_ � . min. Process Prom PointlStatipn �,,+� 300.000 to Point/Station INITIAL AREA EVALUATION '•'� 501_OOD Decimal fraction soil group R= O.D00 DecimaZ fcaction soil group B= 0_OOQ �ecimal fraction soil group C= p,flpp Decimal fraction soi! group D= 1.600 [RURAL(qreater than 0.5 Ac, 0_2 haJ area type] Time of concentration com�u[ed by the natura2 watersheds nomograph (App X-A) '�C s i11•9�Iength(Mij^3}/�elevation change(Ft,}}1^.385 •60{mzn/hr} Initia2 subarea flow distance = 245p.000(Ft.] Highest elevatzon = 490.000(Ft.) Lowest elevation � 210.000{�t.} E�evation difference = 230.006(Ft.) TC�[l11.9`0.4640^31/{230.04)3^.385= 7.90 + i0 min, Rainfall intensity [I} = 3.q72{In/Hr} for a Effective runoff coefEicient used for area (Q�KCEAj 5ubarea runoff = 34.682{CFS} Total ini[ial stream area = 25.400fAc.} '� 17.90 min. 10�•0 year storm is C = 0.450 + io +tt+t+}+t++}+++}++}++++t++i++++++++ft++{t+it+ttt�}+}}+}}++�+fffif++t}+++ Process from Ppint/Station + „ i 200.000 to Point/Station INITIAL RR�A EVALiJRTTON •••• 60Z.D00 s ream area = 46_500(Ac.) Lowest elevation � 210.000(Ft_} Elevation difference = 240.000{FL.) TC�[{ll.g*p.5992^3}/f240.00}J^.3$S� 9.45 + ZO min. _ Rainfall intensity (I} = 3_291(In/Hr) for a 19•95 min. Effective runoff coefficient used for area 104'0 Y�ar storm SUbarea runoff � �Q�KCIA) is C= O,q50 68.879�CFS} Total initzal t Initia3 subarea f�ow distance = 2900_ppp�gC.) Highest elevation �* 950.000(Ft.) - Decimal �raction soi! gcoup A= O.Q00 Decimal fraction soil gro�p B= 0.000 Decimal fraction soil group C� 0.000 Deci.mal fraction soil group D� 1.000 [RURAL[greater than 0.5 Rc, 0.2 ha} azea type] Time af concentration com�uted by the natura3. watersheds nomograph {APp }(-A} TC = (71.9•iength[Mi1^3)/(elevation change(Ft.))]^.385 '60(min/hr) + 1p +++++t+++t+++++f++++++++ff++++++++++++++++++++++++++++++++++++++�+++++ Process from Point/5tation ..,. ���.000 to Point/Sta�ion INTTIAL AREA �VALfJATION •••• 701.000 Decimal Fraction soi� g�oup A= 0_�00 Decima� �racCion soil group B= O.00D Oecimal fraction soil group C= 0.000 Decimal fraction soil group D= 1.D00 [RC3RAi.(greater than 0.5 Ac, Q.2 ha) area type] Time of cqncentration computEd by the Ir � .� � � .� � natural Hatersheds nomoqraph (App X-A) TC a (11,9•length{Mi)"3)/(elevation changQ(�'t,})]^,3B5 +fip{�zn/hr} + 10 min. Tnitzal s�barea Flow dis�ance = 9150.000(Ft.} Highest elevation = 450.000(Ft.) f�owest e3evation = 180.000(Ft.t EZEvation d.ifference = 270.000{Ft.) TCQ[{11.9�4.786a^3)/(27p.qfl���.3$5= 13.66 + 10 min. Rainfall intensity (I� � 2.g01{In/Hr} for a Effective runoff coefficient used for area {Q-KCIA} Subarea runoff = �13.819{CFS1 Total initlal stream area = 87.206(Ac.) � 23.b6 min. 100.0 year starm is C � 0.450 +++++f+++++++++++++++++++++++++++++++t+++++++++++++t++++++++++++++++++ Prpcess from Point/Station B00.000 to Poin[/Station 701.000 " �' INITIAL AREA EVALURTION •••• Decimal fraction soil group A= D_000 Decima2 fractxon soll group B= p_p�p Decimal fracCzon soi] gro�p C= Q.ppQ Decimal fraCtian soil group D= 1.000 � [RURAL(greater than 0.5 Ac, 0.2 ha) area typej Time of concentration cvmputed by ttse natucal watersheds nomograph {APp X-A) TC = [1I.9�length{Mi)^3}/(elevation change{F�.))]^.385 "6d{min/hz) + 10 man. � Initial subarea flow d�sCance = 4000.000[Ft.) Highest eYevatzon = q3p.�D0iFt.) Lowest elevati.on � 180.00�(Ft_) Elevation dzfFerersce = 250.000{Ft.) � TC�[fli.9'0.7575^3}/f250.0011".385- 13.48 + 10 min. , Rainfall intenszty (I) = 2.915{Ia/Hr1 Eor a Effective runoff coefficient used For area (Q=KCIA} S�6area runoff = 89.709[CE'Sj Total initial stream area = 68.900;Ac.) = 23.48 min. i00.0 year storm is C = fl.450 t+++++++�++++++++++++++++++++++++++++++++++t++-r�+++++++++++++++++++t++ Process from Poxnt/Station ti{�* 900.Od0 to Point/Station gpl pp� INITIAL AREA �VALUATION '�-� flecimal fracti.on soil group A= 0.000 Decimal fraction soil gcoup 8= o.aaa Decimal fraction soil grov� C= 0.000 Decimal fraction soii group p=].000 [RURAL(greater than 0.5 Ac, 0.2 ha) area Cype] Time of concenCration com�uted by the nat�xaZ watersheds nomograph (APp X-A) TC = [11_9�length�M1�^3f/(elevation change{Ft.)�]^.385 •50[man/hr) + �p min. Initial subarea flow distance = 2900.pQ0�g�.? Highest ele�ation = 420.000(FC.) Lowest elevation = 29�.000(Ft.j �Zevation difference = 130.000{Ft.) � TC�[(II.9*0.5992^31/(130.001)�.385= 11.96 + �0 min. _ RainfaJ.l intensity {Ij � 3.Q43(In/Hr1 for a 2�-96 min. _ 100.0 year storm 19 � ,� � • Effective runoff coeffici,erst used for area (Q�KCIA) is C= 0.450 Subarea runoff a 5i.490(CFSJ Total initial stream area = 37.600(Ac.} End of compe�tations, total study area = 520.500 {Ac.} 0 q 4 i% C� � � � • ,� APPENDIX 2 MASS GRADED CONDIT�ON RATIONAL METHOD COMPUTER QUTPUT C� � � BAS�N 100 � i . BASIN 100 � �J . t**t**+tt*tttt**t**tr*tt*+t**+f**t*++fft**�****+++++#++t+*+i*f+r�r+*�*Wwr*+* RATIONAL METHpT7 HXDROLOGX COMPUT�R PROGRArS PACKAGE 32eference: SAi3 DIEGO COUNTY FLOOD CONTROL DISTRICT 19 B 5, 19 81 HYL7}tOi�OGY MANUAL {c1 Copyright 19B2-2001 Advanced Engineering Software (aes} Ver. 1.5A Release Date: 0�/Q1/2001 I.icense TD 1509 Analysis prepared by: PROJECTDESIGN CONSUiTPNPS 701 B STREET, SUITE 800 SAN DIEGO, CA 92101 (619} 235-6471 *+**+**t*****++++t*+****+.* DESCRIPTIdN QF STUDY ####it*it##t*#ttkYyfY�*Mytkty * MASS GAADING HYDROLOGY * * SYSTEM Z00 * * 100-YEAR HYDROLOGY: RISER D£SIGN * *+*++**+**++****t..*�«*.,*****+*++**t****t*+**++++++++++t+++t�*+*t**t*+**.** FILE NAM£: C:\2244DS\SY5144DB.DA'i' TI[�fE/DATS OF STUDY: 15:03 05/23/20d2 ----------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORM.�TION: ---------------------------------------------------------------------------- 1985 SAN DIEGO MANUAI, CRITERIA � USER SPECIFIED STORM EVENT(YEAR} = 100.00 6-HOUR DLTRATION PRECEPIi`ATIQI3 (INCIiES) = 2.800 SPECIFIED MItd2MUM PIPE SIZE(INCH) = 16.�0 SPEC�FIED PERCENT OF GFiADIEIdTS(DECIMAI,) TO USE FpR FRICTIQN SLpPE = 0_95 SAN BI£GO HYDROLOGY MANi7AL "C"-VALUES USED FOR RATIOIdAL METHOD NOTE: ODTLY PEAK CONFLUENCE VALUES GONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STi�EETFLpW 2+30DEL� ranr,F- CROWN TO STFt£ET-CROSSFALL: C[FRB GUTTER-GEOMETRIES: N3AI3AII13G WIDTH CRdSSFALi, IN- / 0[.T'i'-/PARK- HEIGHT W3D`I`H LiP HIiGE FACTOR N0. (FTp 4�'T) SIDE / SIDE/ WAY IFT} {FT) IFT) (FT) fnj � 30.0 20.0 O.O1B/O.d�B/0.020 O.b7 2.Q0 0.0312 0.167 0.0150 GLOBAL STFtEET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable 5treet Flow Depth) -(Top-of-Curb] 2. (Depthl*fVelocity) Constraint = 6.D {FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAi TO THE UPSTREAM TRIBUTARY PIPE.* +++++*t*s*++t*t*tft:+tfsrtff*�+,r+*fffs*w,r****w,rw+**+�**�.+Y***,�,r�***v�w*W#*�r*w�� FLOW PROCESS FROM NODE 100.Ofl 'i'0 NODE 100.30 IS CODE = 21 »» >RATIONAL METHpD INTTIAL SUBAREA AI+�ALYSiS«« < ---------------------------------------------------------------------------- S�NGLE FAMILX 1]EVELOPMENT RUNOFF COEFFICIF�2�}'I' _.5500 SOIL CLASSIP�CAT101d IS •D• , ' � S.C.S. CURVE NUMBER (AMC II} � 88 • INITIAL SUBARE.A FLOW-LENGTH = 1050.00 UPSTREAM ELEVA'£ION = 438.00 � M}WNSTREAM ELEVATION = 407.00 ELEVATIQN DIFFERENCE = 31.00 URBAN SUBAREA 4VERIrAND TIhiE OF FLOW(i+fINLrI'ES1 = 22.363 *CAUTION: SUBA3tEA SLOPE EXCEEDS COUi�iTY N�MOGRAPH DEFINITION. EXTRAPOLATIODi OF NOMOGRAPH USED. *CAUTIpN: SLiSAREA FLOWI�ENGTH EXCEEDS COi3NTY NOMOGRAPH DEFI[dITEON. EXTRAPOLATION OF NOMOGRAPH USED_ 100 YEAR R.AINFALL XNT�TSxTYfSNCH/HOUR) = 2.8D7 SUBAREA RUNOFF(CFS} = 27.33 TOTAL AREA(ACRESj = 17.70 TOTAL REJNOFF(CFS) = 27.33 END QF STUDY SiTMMARY: . TOTAL AREAfACRE51 = 17.70 TC(3+IIN.) = 22.36 PEAK FLOW RATE(CFS} - 27.33 ----------_-------___-- __---___--____�------------------------------__ __--------------- ---------------------------------------------------------------------------- END 0 F RAT I ONAL I�fETHOD ADiALY S I S . C J � BASIN 106 � � i************�*.t*�**�**.********,**.,************��t*��,**���„*;�**,*�***w. RATIONAL METHpD HYDROLpr,Y COMPLFTER PROGRa,M PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL D�STRICT 1985,19B1 HYDROLOGY MANUAL (cj Copyright 1982-2001 Advancec3 Engineering Software (aes) Ver. i.SA Release Date: 01/01/2Q41 License ID 1509 Analysis prepared by: PROJECTDESIGN CONSULTANTS 701 S STREET, SUITE $00 SAN DIEGO, CA 92�01 (619} 235-647i x********t*************t** DESCRIPiION OF STUDY *+tts***+++++++iffi*#wv,*** * MASS GRADIAFG HYDROLOGY * * SY5?'EM 1Q6 ' * * 100-YR HYDROLOGY: RISER DESIGN * *******:�**+.*:*.******,.***..**..***t«**+*******+*+*t:***+*+++++*t�*****..** F�LE NAME: C:\2244DB\SYS105DB.DA'i T�ME/DATE OF STUDY: 16:00 05/23/2002 -----------------------------------------------------------------------�---- USER SPECIFIED HYDROLOGY AND HYDRAULIC [�40DEL Ii3FORMATION: ---------------------------------------------------------------------------- 1985 SAN DIEGO MAI3iJAL CRiTERIA • USEA SPECIF�ED STORM EVEN4'{yF.AR) = 100.04 6-HOUR DTjRATION PREC�PITATION {ENCHES) = 2.800 SPECIFIED M�NIMUM PIPE SIZE[INCH) = 1$.Oa SPECIFIED PE�tCFNP OF GRADYEN3'S {I}ECIMAI�} 'i`0 USE FpFt FRICTION SLC}PE = 0. 95 SAN DIEGO HYDROLOGY MANUAL "C"-VAE,UES USED FOR RATIONAL METHOD NOTE: ONLY PEAiC CONFLUENCE VAi�UES CONSIDERED *USER-DEFINED STREEi`-SECTIONS FOFt CO[7PLED PIPEFL4W AND STREETFLpW MpDEL* HAT,F- CROWI3 TO ST3zEET-CROSSFALL: Ci7RB GUTTER-GEOMETRI£$: MANI3ING WIDTH CR05SFALL IN- / OUT-/PARK- HEIGHT WIDTH L�P HIKE FACTOFt NO. (FT► (FT} SIDE / SIDE/ WAY (FT} (FTf IFTJ (FT} In} ---- ------ ---------- ------------------- ------ ----- ------ ----- ------- --- ----- --------- ----------------- ------ ----- ------ ----- -------- 1 30.0 20.4 0.016/O.O1B/0.020 0.67 2.00 0.03�2 0.167 0.015d GLOSAL S`f`REET FLOW-DEPTH COI35TRAINfiS: 1. Relative Flow-Depth = 0.00 FEET as ;Maximum Allowable Street Flow Depth) -(Top-of-Curb) 2. {Depth}*{�eloci�y} ConsCraint = 6.0 {FT*FT/S? *SIZE PIPE WiTH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRISU'I'ARY PIPE.* +++******++*a**++*+�r*s**t***f+:ft*t++*y.**+**�*tr+*+rw***+++**++���***,rr*,rwr* FLOW PROCESS FROM NODE 106.20 TO E�iODE 106.22 IS CODE = 21 » »>RATIONAL METH4D INITIAL SUBAREA ANALYSIS« «< ---------------------------------------------------------------------------- ---------------------------------- - ----___---_---___..___ �.._-------_-------------- SI�TGLE FAMILY DEVELOPMENT' RUNOF�' COEFFICIENT =.5500 SOIL CLASSIFICA'i'IQN IS "D" . S.C.S. CURVE NUMBER (AMC TIj-= BB � Ii3ITiAi SUBAREA FLOW�LE23GTH = 1080.00 UPSTREAM ELEVATION = 404.00 DOWNSTREAM ELEVATION = 380.OD ELEVATIO[3 DIFFERENCE = 24.44 L7RBAN SUBAR�A OVERLAND TIME OF FLOW(MINUTES) = 24.932 *CAU'i'ION: SUBAREA FLOWLENGTH EXC�EDS COUNTY NOMOGRAPH DEFIi�FITIOid. EX`FRAPOi,ATION OF N4MOGRAPH USED. 100 YEAR RAINFALL INTEI35ITY{INCH/HOUFt) = 2.617 SUBARSA RCT?dOFF(CFSj = 11.80 TOTAL AREAfACRES) = B.2Q TOTAL RL7i�i0FF{CFS1 = 11.80 Y�** Yr tY� f *yr Yr Yr� # **ar** * ** **'k* * *** * **'ktt*#*tk'k*1k*'ktk'tt1 k!!I!'kyY'k'k'f 1tYrYrYrlrtE'k*'k*'ktk* ****** * * FLOW PROCESS FR02+9 i�70DE 106.22 TO NODE 3.05.40 IS CODE = 51 --------------------------------------------------------_----__-_-___------�--- » »>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< » »>TRAVELTIME THRU SUBAREA (EXESTING FLEM�!'}�� « ¢ --_____________�__----------------------------------------------------------- ---------------------------------------------------------------------.. _ _----_----__ ELEVATION DATA: UPSTREAi�7(FEET) = 380.00 DOWNS'i'REAM(FEET} - 322.50 CHANNEL LENGTH THRU SUBAREA{FEE'I') = 26�.00 CHANNEL SLOPE = 0.2212 CHAAINEL BASE(FEETj = 5.D0 'Z' FAC'F`OR = 2.000 MAi�FNING'S FACTOR = 0.025 MP.XIMUM DEPTH(FEET) = 4.00 CHANNEL FLOW THRU SUBAREA(CFS) = 11.80 FI,OW VEE,OCITY(FEET/SEC) = 9.67 FLOW DEPTH(FEET} = p.22 TRAVEL TIME(MIN.) � 0.45 TC{Mz�I.) = 25.3$ LONGEST FLOWPATH FROM NODE 105.20 TQ DIOAE J.06.40 = 134p.00 FEET. ******«,.«*..,.�,.,.**********�***���*�*****+**+,r******�+***w+**,r*,r***w,,,r**,�****,r FLOW PROCESS FROM NODE 106.21 TO NODE 106.40 IS CODE = 81 � ------------------------------------------------------------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAIt FLOW««� 100 YEAR RAII3FALL I?�T!'ENSITY ( I�FCH/HOUR) = 2. 587 SINGL£ FAMILY DEVELOPMEI3'I' RUNOFF COEFFICIENT =.5500 SOIL CE,ASSIFICATION IS 'D' 5.C.5. CURVE NUbSBER (AMC I�} = 88 SUBAREA AREAfACRESi = 12.60 SUSAREA RLFidOFFICFS} = 17.93 TOTAL ARF,h.{ACRESy = 20.80 TOTAL RUNOFF(CFS) = 29.73 TCIMIN) = 25.3$ END OF 5'i'UDY SLiM1�44ARY : TOTAi, AREA{ACRES� = 20.80 TC(MIN.} - 25.38 PEAK FLOW RATE(CFS} = 29.73 ____W-----___---------------------------------------------------------------- ------------------------------------------------------------------______-------- --------------------------------------------------------------------------------- END OF RATFONAL ME'i'HOD ANALYSIS • . BASIN 107 �J � . • ********��**+*�+�*�wrt#*frfa*t*w+*********w**�w++*+�*****+�����*W*�rw�*W**w* RATIONAi, METHOD HYDROLOGY COMP[,T'd`ER PRQGi2AM PACKAGE Reference: SAN DIEGO COUNTY FLOOD C�NTROL DISTRICT 1985,1981 iiYDROLOGY MANUAL {c} Copyright 1982-200� Advanced Engineering Sof�ware faes) Ver. 1.5A Release Date: al/a1/2001 License ID 1509 Analysis prepared by: PROJECTDESIGN CONSULTAN'PS 701 B STREET, SUITE 800 5AlV DIEGO, CA 92101 (6191 235-6471 «www****w****t�w**+ff+++++ DESCRIPTIO?d OF STE7DY *********�'**�ww**++*rt+«+w* * MASS GRADTNG HYDRpLOGY " * SYSTEM 107 * * 104—YR HYDROLOGY: RFSER DESIGN * �r Ir Ir*Yr**�riF*�lr* *'kYtYIY� *Yrf t*'+*t�t#t+***i** tkt* 1rYrtk*1riFY� **** ***'k'k'kR k!!#*#*** #*#i f kY�# FILE NAt4E: C:\2244DB\5YS�07DB.DAT '£IME/DATE OF STUDY: Z5:55 Q5/23/2002 ---------------------------------------------------------....___-------------- USER SPECIFIED F{YDROLOGY AND HYDRAULIC i+]ODEL INFdRMATIO�I: ---------------------------------------------------------------------------- 1985 SAN DIEGO MANiTAL CRiTEA�A � USER SPEC�FIE17 STORM EVENT{yEpR} = 1Q0.00 b-HOUR DURATION PRECIPYTATION iINCHES} = 2.BOD SPECIFIED MIIVIMUM PIPE SYZE { INC3i} = 18 . 00 SPECIFIED PERCENT OF GRADIENTSiDECIMAL} TO USE FOR FfZICTION SLOPE = 0.95 SAN DEEGO HXDROLOGY MANiJAL "C"-VALUES USED FOR RATIdNAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED S'F`AEET-SECTIONS FOR COUPLED PYPEFLOW AND STREETFLOW MpDEL* HALF- CROWN Tp STREET-CROSSFALL: CURB GLTP'tER-GEOi+fE'TRIES: MANNING WIDTH CROSSFALL IN- / 0[TP-/PARK- HEIGHT WIDTH LIP HIKE FACTOR Nb. {FTj (F'f`) SIDE / SIDE/ W11Y (FT) {FT) (F'T) (FTj (n} � �o.o zo.a o.018�o.oieio.oza o.s� 2.00 o.o3iz o.i6� o.aiso GI,OBAL ST}2EET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Degth = 0.00 FEET as (Maximum Allawable Street Flow Depth) -{Top-of-Curb) 2. (DepthJ*fVelocity) Constrainti = 5.0 {FT*F'T/S? *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR E¢UAL m0 THE UPSTREAM TRISUTARY PIPE.* *++********�*�*�.,*+�v�v�.**�>f+*****+t**t*****��*�***.�****�******+**+,r�,��**.�t FLOW PROCESS FROM N�DE 107.20 TO NODE 107.40 IS CODE = 21 ------------------_____-___-------------------------------------___-_-------- » » >R.ATIONAL METHOD �NZTIAL SUBAREA ANALYSIS« « < S�NGLE FAMILY DEVELOPMENF RUNOFF COEFFiCIENT =.5500 SOIL CLASSIFICATION IS "D" � S.C.S. CUAVE NUMBER (AMC �I} � 88 . INITIAL SUBAREA FLOW-�£NGTH = 680.00 UPSTftEAM ELEVATiON = 387.00 DOWNSTREAM ELEVATION = 371.D0 ELEVATI�N DIFFEFtE3dCE = 16 . Q6 i7F2gp.N SUB,�iREA QVERLAND TIME OF FL[}W ( MINUTES j= 19 . 410 *CAU'PION: SUBAREA FLOWLENGTH EXCEEDS COi3NTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH T3SED. 100 YEAR RAIidFALL INTENSX'i'Y ( INCI-i/!-IOUR) = 3. 076 SiJSAREA R[JNO�'F(CFS) = 4.57 TOTAL AREA(ACRES} = 2.70 TOTAL RLTNOFF(CFS? = 4.57 ++...+++r*w*.*****vr*rt..s*+++*t****w���*w*.�.*++++++r****�+w*ww..�ttt+t*:tr*+ FL4W PRQCESS FROM N�DE 107.40 TO NOD� 10'7.50 IS COPE = 51 »»>COMPiPPE 'i'RAPEZO�DAL CHAPINEL FLOW««< »»>TRAVELTIME THI3U SUBAREA i�ISTING F.i��hIENT1««< -------------------------------- -_ ELEVATION DATA: UPSTREAM(FEET} 372.00 DOWNS�`REA3�7(FE�T) = 363.Q4 CHArIidEL LENGTH �'HRU SUBAREA(FEET} = 720.00- CHANNEL SLOPE = Q.O111 CHANNEL BASE{FEET) = 5.00 'Z' FACTOR = 2.000 i�7PNNING'S FACTOR = 0.025 MP.XIMUM DEP'TH{FEET} - 4.00 CHANNEL FLOW THRU SUBAi2EA(CFS) = 4.57 FLOW VELOCITY(FEEx'/SEG) = 2.62 FLOW DEPTH(FEET) = 0.31 TRAVEL TIME(MIN_} - 4.58 TC{MIN.) = 23.99 LONGEST FLOWPATH FROM NODE 107.20 TO NODE 107.50 = 1400.00 FEET. **v�irv�xtit*tt+t*x**,r*wvrr+*s:***�r:**w**�*+v.�***t:*:**w*�*,t*,t�rtrwwr*t++*+***wa*a FLOW PROCESS FROM NODE 107.30 TO NODE 107.54 IS CODE = 81 � -------------------------------------------------------___-------------------- »»>ADDITIOI3 OF SUBAREA TQ MAINLII3E PEAK FLOW««� 100 YEAR RAIi3FAI,L TNT'ENSTTY(INCH/HOiJR) = 2.683 SINGL� FAMILY DEVEF,UPI�4Ei�F'I' RUNOFF COEFFICE�NT =.5500 SOIL CLFISSIFICATION IS "D" S.C.S. CURVE NUMSER (AMC xX) _ $8 SUBAREA AREA{ACRES) = 9.20 SUBAREA RiJNOFF{CFS) = 13.58 TOTAL AREA(ACRES} � 11.90 TOTAL RUNOFF{CFS) = 18.14 TC{MTN) = 23.99 ENi? OF STUDY SUt�fMARY : TO'1'AL AREA(ACRES} = 11.90 TC(MI13.} - 23.99 PEAK FLOW RATESCFSj = 18.14 END OF RA'i`IONAL i+7ETf-IOD ANALYSIS ` I � BASIN 108 � � . *++++�*+***�**+******�***+ww**w*w�a�>*WW*w**x«***�w*w*WWr*w���+�*��++****r** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE ReferenCe: SAN DIEGO COUN'PY FLOOD COI�i'I'ROL DISTRIC� 1985,1981 HYDR4LOGY MANZ3AL (c) Copyright 1982-2001 Advanced Engineeri.ng So�tware {aes} Ver. 1.5A Release Date: O1/Q1/200� License ID 3509 Analysis prEpared by: PR0.7ECTDESIGN CaNSUL'i'ANTS 701 B STREET, SUITB $40 SAN DIEGO, CA 92101 (G19} 235-6471 x*�*��xa*�**�***********+w DgSCRIP'TION OF STU3]Y *,r*,wv�*www*wvr�vc,+,r,rv.vr*��***� "` MASS GRP,DING HYDROLOGY * * SYSTEM 108 * * 100-YR 3-IYDROLOGY: RISER DESxGN * *a*�*****�*******w*,��*v.v.,r,rw*wa*,ta,t*w**,t*�,v.+,rv.vr*,rw,rw*t>******r�rww,r,r,r+v.*v�**� FILE NAME: C:\2244bB\SYS108DB.DAT TIMEIDATE OF STi7DY: 15:50 05/23/2002 USER SPECIFI�D HYDROLpGY AND HYDRAULIC MODEL INFORMA�`ION: i985 SAN DIEGO MAN[JAL CRITEI3IA • � USER SPECiFIED sTo� Ev�zv�rcx�z> = ioo.aa 6-HdUR DURATIdN PRECIPZTATTON {xIQCHES} � 2.800 SPECIFiED MENIMUM PTPE SIZE(INCH} = 18.00 SPECIFiED PERCENT OF GRADIEN'I'S(DECIMAL) TO USE FOR F�tICTION SLOPE = 0.95 SAN DIEGO HYDROLAGX MANIJAI, 'C'--VALUES USED FOA RATIONAL METH011 NOTE: ONLY PEAK CONFLUEidCE VALUES CONSIDERED *USER-DEFINED BTREET-SECTIONS FOR COUPLED PIPEFLOW AND STR��'!'Fx,OW MODEL* HALF- CROWN TO STREET-CROSSFALL: C[TRB GUT7'ER-GEOM�TRTES: M.�NNiNG WIDTH CROSSFALI, zN- / OUT-/PARK- HEIGHT WID3`H LIP HZK� FACTOR N0. (FT) (FT} SiDE / S�DE/ WAY (F'i'} (F'T) (F'PJ (FTa , (n) ---- ----- --------- ----------------- ------ ----- ------ ----- ------- --- ----- ----------- ---------------------- ---_---_ ___--_ ______ --_--- _______ 1 30.0 20.0 0.038/0.018/O.d24 0.67 2.d0 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CaNS'I'RAIN'I`S : 1. Relative Flow-Depth = Q.aQ FEET as (Maximum Allowable Street Flpw Depth) -{'d'op-of-Curb) 2. (DepCh)*(Velocity} Constraint = 6.0 (FT*FT/S) *SIZE PTPE WITH A FLOW CAPACITY GREATER TiiAN OR EQi3AL TO THE UPSTREAM TRIBU'1'ARY PIPE. * +*******..**,.«.****+**�***�***�********+*,.,,«****��***+**�****�+***�++*******� FLOW PROCESS FROI+i NODE lOB.10 TO I30DE 108.30 IS COD� = 2�, ---------------------------------------------------------------------__------ » » >RATIONAL NIETHOD INITIAL SUBAREA ANALYSIS«« < SINGLE FAMILY D�iTELOPMFNT RUNOFF COEFFICIENT =.5500 SOIL CI�ASSIFICATION IS "D" . � 5. C. S. Ci7RVE NU2+FBER ( Ai�C I I) = $$ � INITiAL SUBAREA FLOW-LEPiGTH = 820.00 UPSTRE.�M ELEVATION = 349.00 Di}WNSTREAM EL�VA'i�ON = 323.00 ELEVAT�ON DIFFERENCE = 26.00 URBAN SUBAREA OVERLAND TIME OF FLOW(PSINUTE5) = 19.298 *CATJ`i'ION: SUBAREA $LOPE EXCEEDS COUNPY NOMOGRAPH DEFiNI'i`ION. EXTRAPOLATION OF Npi+IOGRAPH USED. *CAUTION: SUBAREA FLOWLENGTH �XCEEDS COUNTX NOMOGRAPH DEFINITION. EXTRAPOLATION 4F NOMOGRAPH US�D. 100 YEAR RAINFALL INTEN52TY(INCH/HOUR) = 3.a87 SUBAREA Ri7i3dFF ( CFS j= 6. 7 9 TOTAL AREA(ACRES} - 4.D0 TOTAL RUNOFF(CF5) = 6.79 * * * * # * * * * * * * # # # * * i j� # * # Y # # # * # # # # * # Y * * # * * # 4 ; t # t t f * t # # t # f * i i f t i ! f * # * * * * * t �'* i'1 Y� * FLOW PROCESS FROM NODE 108.3D TO NODE 108.40 iS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZdIDAE, CHANN£i, FLOW««< »»>TRAVELTIME THRU SLTSAREA (EXISTING ELEtTENI') «a« ---------------------------------------------------------------____---------- ___-------------------------------------------------------------------------- EI,EVATXON DA'i'A: UPSTREAM(FEET) = 323.Q0 DOWNSTREAM{FEET} = 312.00 CHANNEL L�I+�G`i'H THRU SUBAREA(F£ET) = 340.00 CHANNEL SLOPE = 0.0282 CHANl�iEL HASE{FEET} = 5.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = Q.a25 MF�XIMUM DEPTH{�'EET} - 4.00 CiiANNEL FLOW THRU SUBAR£A(CFSj = 6.79 FLOW VELOCITY{FEET/SEC) = 4.12 FLOW DEPTHiFEETi = 0.29 TRAVEL TiMEIMIN.} = 1.58 Tc(MIN.j = 20.$7 LONGEST FLOWPATH FROM NODE 10$.ZO TO NODE 10B.40 = 121Q.00 FEET. • *****,+,+*v.�*w*.****+t****+++++*.**.****t+*+�+++tt*++++***:****ttt:+:::**++++* FLDW PROC�SS FROM NODE 108.dQ TQ NpDE 108.40 IS CODE = 81 »»>ADDITTON OF SIJ�AREA Tp MAINLENE PEAK FLOW�«a< ---------------------------------------------------------------------------- 100 YEAR RAINF'ALL �NTENSITY(INCH/HQURI = 2.935 S�NGLE FAMILX DEVELOPMII�'T RUNOFF COEF�'TCEF1�iT =.$500 SOIL CLASSIF�CATIQN IS "D" S. C. S. CURV� NUMBER ( Ai�7C I I) = S S SUBAREA AREA(ACRES) = 11.00 SUHA�tEA RUNOFF{CFS� = 17.75 'j'OTAL AREA(ACRES) = 15.�0 TpTAL RUNOFFfCFS) = 24.55 'i'C {M�N} = 20. 87 -----------------------------------------------------------=---------------- -__-------------------------------------------------------------------------- END OF STLFDY S[TNII�IAitY : 'i`OTAi, AREA{ACRES) = 15.00 TC(i�4IN.1 = 20.87 PEAK FLOW RATE(CFS) = 24.55 ---------------------------------------------------------------------------- __�------------------------------------------------------------------------- --------------------------------------------------------_-----------_.._..__------ ----------------------------------------------------------------------------- END QF RATIONAL METHOD ANALYSIS C J � BASIN ll� � � � **rtt*****++*++*+***�►f*****�w*f*r**�*�s+*�***sf***+****t*�+x+*w*t*+**�***w++ RATIQNAL METH0�3 HYDROLOGY COMP[J'PER PROGRAM PACKAGE Reference: SAf�1 DIEGO COUNTY FLOOD COI3'I''ROL DISTRICT 1985,19B1 HYDROLOGX MANUAI., (c) Copyri.ght 1982-2041 Advanced Engineering Software iaes? Ver. 1.5A Release Date: 01/O1/2001 License ID 1509 Analysis prepared by: P3tOJECTDESTGN CONSULTANTS 7Q1 S STRE�T, SUITE B00 SAN DI�G4, CA 92101 (619) 235-6471 �,*+t*****«,r***w**wx+**+*** DESCRIPTION OF S'PUDY ***"`****w**,r*****ww*wsW*�* * * MASS GRADING HfYDROLOGY * SYSTEM hBr � � 1 * * * 104-YEAR HYDROLOGY xw+**:***w.+**a****:***�*vr*ft:*+,r*«*t**��***f*«x****r**w��+wxt***a**v�w.+*,r FYi,E [�FAME: C:\2244DB\SXS401DB.DA'F TIME/DATE OF STUDY: 16:14 05/23/2042 USER SPECIFIED+HYDROLOGY'AND HYDRAULIC MODEL INFORMATION: ^ 1985 SAN DIEGO IyfANUAL CRITEAIA • USER SPECIFIED STQRM EVENT(YEARj = �00.00 6-HOUR T3URATIQN PRECIPITATION SII3CHES) = 2•80D SPECIFIED M�NFMLiM PIPE S�ZE(INCFi) = 18.00 SPECIFIED PERCEN'r OF GRADIENTS(DECIMA.L) TO U5E FOR FRICTION SLOPE = 0_95 SAN DIEGO HYDROI.�OGY MANi7AL "C'-VALUES USEA F4R RATIpNAL NSETHOD NO'I`E: ONF,Y PEAK CONFLUENCE VALUES CONSIDERED *USER-DEF'INED STFtEET-SECTTO@IS FOR COUPLED PIPEFLOW AND STREETFLOW MObEL* HAI�F- CROWN Tp STREET-CROSSFALL: Ci3RB G[FI'TER-GEOMETRIES: MAN[�iI?�G WIDTH CROSSFALL I23- / OUT-/PARK- HEIGHT WID`I'H LIP HIKE FACTOR N0. (FTj (FT1 SIDE / SIDE/ WAY (FTj (FT} (FT} (FT) (n) 1 30�.0 20'6 0 d18/0 Q].8/0 020 +0.57 �2^4Q 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = O.DO FEET as (Maximum Allowable Street F�ow Depth) - iTop-of-Curb) 2. (Depthl*(Veloci�y) Constraint = 6.0 fFT*F'i'/S} *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTRE.�M TRIBUTARY PIPE•* **irY# # #�A"/r# # *t t *Yr*#'k# # # ** **i� t f # * t M i��k#1 *tt *tk * **1t f t* *yr*#i+#t!* iF* * *t #t*yr* **'1r1R f t*i FLOW PROCESS FROM NODE 401.00 fip NQDE 401.50 FS CODE = 21 Y»»>RATIONAL METHDD INITIAL SUSAR�A ANALYSIS« «< - SII�GLE FAMiLY DEVELOPl�fEN'FfRU13pFF CO�FFICIENT = .55DD � 50IL CLASSIFICATI0�7 IS "D' S. C. 5. CiJRVE NUMBER ( Ai�7C I� 1 = 88 � INITIAL SUBAREA FLOW—LENGTH = 70Q.00 TiPSTREAM ELEVATION = 320.00 DOWNSTREAM EF.��VATFON = 301.00 ELEVA'TIQN DIFFERENCE = 19.00 [aR$p.N $LTgpREA QVERLAND TIME OF FLOW{MINUTES) _ �5.778 *CAU'iION: SUBAREA SLOPE EXCEEDS COUNTY i�iOMOGRAPH DEFINITIOAI_ EXTRAPOLAT�ON OF NOMOGRAPH USED. *CAUTION: SUB,'�FtEA FLOWLENGTH EXCEEDS COUNfY NOMOGRAPH DEFINI'PION. EXTAAPOLATION OF NOMOGRAPH T3SEI}. 160 YEAR RAII3FP.LL Ii1'TENSITY(INCH/HOUR1 = 3.142 SUBAREA RtTNOFF(CFS) _ $-44 'TpTAL AREA(ACRES) = 5.20 TOTAL RUNOFF(CFS) = 8•99 END OF STUDY SUbII�.ARX: TpTAI, pREp.{ACRESi = 5.2D TC (ISIN. )= 18.7B PE.�iC FLOW RATE ( CFS ) _ �• 49 END'OF RATIONAL METHOD ANALXSIS . � W BASIN 206 C� � • ♦**rr**�**x**rx�t+��aa*t�*r*irt**r+ttrx�*�*�x*+ax*.f*+i+aa+t+rt�iii*i�***rr*+ RATIONAL METHOb HYDROLpGY COMPUTER PROGRAM PACKAG� Reference: SAN DIEGO COU13'I'Y FLOOD CONTROL DISTRICT 2401,1985,1961 f�YDROLOGY MAN[JAL tc} Copyright 1982-2002 Advanced Engineering Software (aesl Ver. 1_5A Release Date: O1/O1/2002 License TD 1509 Analysis prepared by: ProjectDesign Consultants 7D1 S Street, Suite 800 San Diego, CA 92101 •t,r**�w**w,r++tt�+�r+t:f�++ DESCRIPTiON OF Si'UDY t`►*iii+t�++,r*:*►w�*r++,r+t ' MASS GRADIidG HYDROLOGY * ' SYSTEM 206 '` * 14D-YR HXAROLOGY: RISEit DESIGN '` !*i3 Yr ir # Y� 1r** ***iY� i 1#i #* t!***�kf�'k'Af 1r **ri **# * Yr** **i�tt+i Y Y#i i i* #!* *tkik*Yr ** * 1�Yr Yr Yr f*Yi FILE NAME: SYS206.DAT TIME/DATE OF STUDY: 17:23 12/Z6/2002 USER SPECIF'IED HYDROLOGY AND HXDRAULTC M017EL INFORMATION: ---------------------------------------------------------------------------__ �985 SAN DIEGO MAA1iJAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 140.Q0 • fi-HOiJR DCTRATION PRECIPITATION {INCHES) = 2.$00 SPECIFIED MINIMUA'i PIPE SIZE(INCH) = 18.00 SPECTFIED PERCIIIT OF GRADIEI3TS lgECxl'4Ai�} TO LFSE FOR FRICTION SLOI'E = 0. 95 SAN DIEGO HYDROi,OGY N3A�F[JAI. ' C' -VAF.UES E15ED FOR RATIONAL METHOD NOTE: ONLY PF�}C CON�'LLFENCE VALiIES CONSTDERED tUSER-DEFINED STREET-SECTIONS FpR COUPL�D PIPEFLOW AND STREETFLOW i+fODEL' HALF- CROWN TO STR��`P-CROSSFALL: CLiRB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFAI.,L IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FTj [F'T1 SIAE / SIDE/ WAY (FT} (FI`) iFT} (FT} (n} ----- --------- ---_--__----------- ------ 1 30.0 20.0 O.fl18/0.018/0.020 0.67 2.44 O.D312 Q.167 0.0150 GL09Af, ST}ZEET FI,OW--DEP'I'H C013STRAINTS: 1. Relative Flow-Depth = 0.04 FEET as (Maximum Allowable Street Flow Depth} - lTop -of-Curb} 2. (Depth}*(Velocity} Constraint = 6.0 (FT*FT/S) 'SIZE PIPE WITH A FL,OW CAPACITY GREATER THAI3 OR EQIIAI. Tp THE UPSTREAM TRIBUTARY PIPE. * *****..tt.x�**+t,.+�.,.��t+*+++***��+..�*..�*++*++++..t�....***�***..�,.,.,.�*** FI,OW PROCESS FROM NODE 206.1Q TO NODE 2D9.00 IS CODE = 21 ----------------------------------------------------....____-------------------- »»>RA'i'I013AL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIEA R[JNOF�' COL�FFICiENT = .4540 S.C.S. CURVE NUMBER (AMC IT} _ $7 INITIAL SIFBAREA FLOW--LENGTH = 890.00 UPSTREAM ELEVATION = 388.00 DOWNSTREAM ELEVATION = 360.OD ELEVA'i'ION DZFPERENCE = 28.00 � URBAN SUBAREA OVERI.AND TIME OF FLOWfMINU'fESj = 23.822 . `CAVPION: SUBAREA SLOPE EXCEEDS COLTNTY NOMOGRAPH DEFINITION. EXTRAPQLATION 4F I30MOGRAPH USED. "CAii'E`EON : SUBAREA FLOWLENGTH EXCEEDS COUN'PY �70MOGRAPH AEFINI'FION. EXTRAPOLATIOI3 OF NOMOGAAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOURi = 2.645 SUSAREA RL3NOFFSCFS} = 8.04 Tp'PAL ARF,AfACRESI = 6.60 TOTAL RUNOFF(CFS) = 8.0D w+,r�*+ryyia*�*i�+�t:t+w�w*a+irt�rr�i*f�+.�,�f+ts+ri�wR+++aiti*+**w*w,rti�,t:+*rirt+*i FLOW PROCESS FRpM NQDE 204.00 Td I30DE 206.4Q IS CODE = 51 » »>COMPUTE TRAPEZQIDAL CHANNEL FLOW« «< » »>TRAVELTFME THRU SUBAREA {EXISTFNG ELEMFNTI « « < ___________________�� « ____=_==--------------------------__ ELEVATION DATA: UBSTREAMiFSET� 360.40 AOWNSTREAM(FEET) = 320.�0 C!-IANNEL LENGTH THRLi SUBAREA(FEET) = 935.00 CHAN[3EL SLOPE = 0.4426 CHANNEL BASE(FEET) = 5.OQ "Z` FACTOR = 2.000 MATitdING'S FACTOR = 0.025 MAXIMUM DEP'I'HIFEET) = 4.00 100 YEAR RAINFAI,L INTEI3SITY{INCH/HOUR) = 2.490 USER-SPECTFYED RUNOFF COEFFICIEN'I' _ .4540 S.C.S. CURVE NUMI3ER {p�C II} = 87 TRAVEL 'i'It�SE COMPiFI'ED USFNG ESTIMATED FLOW(CFS) = 8_ 00 TRAVEL TTME THRU SUBAREA BASFD QN VELOCITY(FEE'P/SEC.) = 5.00 AVEAAGE FLOW DEPTHfFEET} = 0.29 T3tAVEL TIME(MIN.) = 3.12 Tc[MIN.j = 26.94 SUBAREA AREA{ACRES) = O.Oa SUBARFA RUNOFF{CFS1 = 0.00 TOTAL AREA(ACRES) = 6.54 PEAK FLpW R.A'FE(CFS) = 8.a0 END OF SLFBAAEA CHANNEL FLOW HYDRAULICS: . DEPTH{FEET} = 0.29 FE,OW VELQCITY[FEET/SEC.) = 5.00 LONGEST FLOWPATH FROM NODE 206.10 TO NODE 206.00 = 1825.00 FEET. *# Y� k fi i}Y i f f*ii tki�* *i�ki y!!i t*Yr*i#*! � r++a a* k�ir+wa i t*+w*++.++**w+++.+.�+.� � fi.*ti t�** FLbW PROCE55 FRpt+! i�IODE 204 . DO TO NODE 206 . 00 TS CODE = B1 --»»>ADDI'i'ION OFTSUBAREA T4 MAINLINE PEAIC FLOW««< . 1D0 YEAR RAINFALL INTEAi5�'i'Y{INCH/HOUR) = 2.490 USER-SP£CIFYED RUNOFF COEFFICIENT = .5500 S.C.S. CLiRVE NUMBER (AMC II] = BB SUBAREA AREA(ACRES} = 1,8.40 SUBAREA RIFNOFF(CFS} = 25.20 TOTAL AREAfACKES} - 25.00 TOTAI� RTJ�IOFF{CFSj = 33.20 TC(MIN? = 26.94 ��:fiD OF STUDY SUNP4P�RY: � TO�`AL AREAfACRESi = 25.40 TC{MIN.) = 26.94 PEAfC FLOW Y�ATE(CFSj = 33.24 E�ID OF RATIOb3AL METHOD ANALYSIS C � � *r**rt*+ir:�+�a+t*w*tx***�rra+*�r*a�*�+t*+xxx*wtswat��a�i+t�yritit+{i+ia**x++• RATIOIVP.L METHOD HYDROLOGY COMPUTER PROG�A�S PACKAGE Reference: SAN D3EG0 COUNTY FLOOD CONTROL DI5'�RICT 2D01 , 1965, 1981 HYDROE�OGY MAtI13AL (c) Copyright 1982-2Q02 Advanced �ngineering Software (aes} Ver. 1.5A Aelease Date: O1/OZ/2Qa2 License �D 1549 Analysis grepared by: Proj�ctDesign Consultants 7D1 B Street, Suite 804 San Diego, CA 92�01 i67.9} 235-b471 ;yry.}#*itiif�IfY*Yt****YrYfiYr*• pESCRIPTION ��' S'I'�Y *r:r*i�iyfYY##if*fY!*�i##+ * $RES$I RANCH - MASS GRADIi�3G * * DESTLTING BASIN 207 - MASS GRAAED CON�TTIONS * * 10D-YEAR STOR�7 EVENT ' x**�*+ a r+:* ti r a+ t*�+* w�* k r�*� w* k* iF A***# i i## 4 �k W i i 1 1 i Y f!�l Y i Y# i t## Y f Y Y# i Y* 4 i!! FILE I3AME: SYS207B.DAT TIME/DATE OF STUDY: 13:07 0�121/2003 ----------------------------------------------------------------------------- USEit SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATIQ23: ------------------------------------______----------------------------------- 1985 SA?�I DIEGO MANIJAT. C�t�TERIA USER SPECIFIED STORM EVENPIYEAR) = 100.00 • 6-HOUR DURATION PRECIPITATION (INCHES) = 2.900 SPECIFIED MINIMUM PZPE SIZE(iNCH) = 18.00 SPECIFIED PERCENT OF GRADIEN'TSIDECIMAE,} TO USE FOR �i2ICTIdN SLOPE = 0.95 SAN DIEGO HYDROLOGY 2�SANURL "C'-VALiJES iiSED FdR RATiQNAL METI-EOD NOTE: O[JLY PEAK CONFLUENCE VALUES CQNSIDERE� *USER-DEFINED STREET-SEC'FIONS FOR COUPLED PIP£FLOW AND STREETFLOW MODEL* HALF- CROWN TO STR�ET-CRQSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / aTJ'F`-/PARK- HEIGHT W�D'FH LiP HIKE FACTOR NO. {FT) (FTy SIDE / SIDE/ WAY {FT) {FT) (FT) (FTi (n} 1 30 4 2Q D J 0�.016/0.016/D.020 0.57 z.aa 0.�3k3 0.267 O.D].5D GLOHAI, STREET FLOW-DEPTH CONSTRAIi�I'I'S : 1. Relative Flow-DEpth = 0.00 FEET as (Maximum Allowable 5treet Flow DepCh) -(Tap-of-Curb) 2. {Depth}"�Velocityl Constraint = 6.D (FT*FT/S) *SIZE PTPL� WITH A FLOW CAPACITY GREATER THAN QR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* �+ii.fs*t+�ft+iti+tyt***+i*i**xt+++****x***xx*+t+a+�+i++a++itt*��*tta*rri�tt+++ FipW PROCESS FROM NODE 207.10 Td PIODE 207.2a IS COD� = 21 » » >RATTOIJAL METHOD INITIAL SUBAAEA ANALYSIS« <c< ---------------------------------------____---------------------------------- lJSER-SPECIFIEL7 RUNOFF COEFFICIENP = .5500 S.C_S. CURVE N[JMBER {AMC II} = 88 INITIAL SUBAREA FLOW-LENGTH = 400.04 UPSTREAM ELEVATION = 412_00 DOWI�iSTREAM ELEVATION = 400.00 ELEVATION DIFFERENCE = 12.a0 � URBAN SUSAREA OVERLAND TIME OF PLOWfMINUTES} = 13.729 • �CAUTION: SUBAREA SLOPE EXCEEDS COiINTY NOMOGRAPH DEFINITIOI3. EX'I'RAPOLATIQN OF NOMOGRAPH iJSED. 100 YEAR RAINFALL INTENSITYIINCH/HOUR) = 3.845 SUBAREA RLFf1DFF(CFS} = 9.09 TQTAL AREAfACRES) = 4.30 TOTAL itUNDFF(CFS► = 9.09 *+.*�..++.*.+�t�++......ti..*..*�:.�.++***�t�++�*.t�***+.+*++*.�+�+**+�t�t��+ FLOW PROCESS FROM �IODE 207.20 TO NODE 207.00 I5 CQDE = 5� »»>CdMPUTE TRAPEZOIDP,.L CHANNEL FL,UW««< » »>TRAVELTIME THRE3 SUSAREA (EXISTING �,EMENT} «« < _��____________________________________________�_______________�======_===__ ELEVATIQN DATA: UPSTREAM{�'EET} - 400.00 DOWt�iSTREAM{FEET) = 3$2.�0 CHANAIEL LENGTH T1iRl3 SUBAAEA(FEET) = b�0.00 CHA?�iNEL SLOPE = 0.0300 CHANSJEL BASE(FEET) = 1.00 '2" FACTOR = 3.000 MANNiP1G'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 2.04 CHANF3EL FLOW THRU S[3BAREA { CFS }- 9. 09 FL4W VELOCITY{FEET/SEC.) = 9.53 FLOW DEPTIi(FEET} = D.67 TRAVEL TEMEfMIN.) = 2.21 Tc(MIN.} = 15.94 LONGEST FE,OWPATH FROM NODE 207.10 TO 130DE zo�.00 =�aoa.aa FEET. ,tf++���+ti+i.**�etYrs+*+***+wt*+.+�wrwrw**wwxw*wx**w*,r**w*�i.irw*�,t**w�axx��xw�+** PLQW PROCESS F3tOM NODE 2D7.00 TO NODE 2�7.00 IS CdAE = 81 -------------------------------------------------------------....__----------- »»>ADDITION OF 5a3SAREA TO MAINLIA3E PEAIC FI,dW««< --------------------�__----------------------------------------------------- ---------------------------------------------------W___�.._____------------------ l0a YEAR RAINFALL INTENSITY(INCHIHOUR} = 3.493 IISEft-SPECIFIED RUNOFF COEFFIC�ENT = .5500 S.C.S. CURVE NLTMBER (AMC II} - S6 SUBAREA AREA(ACRE51 = 5.�4 SUSAREA RUNOFPfCFS} = 9.6D . TOTAL AitEA(ACAES) = 9.30 TOTAL RUNOFF(CFSi = 18.70 TC{MIN} = 15.94 ____..----------------------------------------------------------------------- END OF STLTDY SLit�MSARX : TQTAL AREAfACRESj � 9.30 TC(MTN.) = 15.94 PEAK FLOW RA'I'�(CFS) _ �8.70 -_______..�..----------------------------------------------------------------- __--------------------------------------------------------------------------- END OF RA'I`IONAL METHOD ANALYSIS � � r� �J BASIN 300 � � � ***x******t*�wW*+*+t***********r*+*�f*******x****ww�w+t*t*+*«**********��+�* RATIaNAL METHOD HYDROLOGX COMPUTER PROGRArS PACKAGE Reference: SAN DTEG4 COi7NTY FLOOD CONTROL DISTRICT 1985,1981 HYDRQLOGY MANi7AL {c) Copyright 1982-2001 Advanced Engineering Software (aes? Ver. 1.5A Release Da�e: 01/Ql/2001 License SD 1509 Analysis prepared by: P�t0,7ECTDESIGN CONSULTANTS 701 B STREE'F, ST3ITE 8�0 SAN DIEGO, CA'9210]. (619f 235-6471 *******�s*********,r******* DESCRIPTIO[d OF S'I'UAY w**�*****:«*��*******w,+*r* * MASS GRAI]iNG HYDAOLOGY '' * SYSTEM 3Q0 * * 100-YR i-IYDROLOGY: RISER DESIGN " ++�+�****,rxw*r++***x�*****vrww*+f++t*****w��****w*+++**�r*ww******v,*www**+* FILE NAt+SE: C:\2244DB\SXS304DB.DAT TIME/bATE OF STUDY: 1$_OS 05/29/2002 -----------------------------------------------------------------__----_-------- USE�i SL'ECIFIED I-IYDROLOGY AND HYDRALFLIC MODEL INFORMATION: 1985 SAN DIEGO MANi7AL CRITERIA • ETSER SPECiFIED STORM EVEN'r(YEAR} = 100.00 6-HOUR D[TFtATION P3�ECIPIT'ATIOi3 (INCI3E5i = 2.8�0 SPECIF�ED MIAFIMUM PIPE STZE(I1VCH} = 1B.00 SPECIFIE� PERCEN�I' OF GRAA�F,DT`I'S(DECiMP.Lf TO USE FOR FR�CTION SI,OPE = 0.95 5AN AIEGQ HYDROLOGY MANi7AL 'C'-VALUES USED FOR RATIONAL t�4ETH0i] NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLdW AND STREETFLOW MpDEL* NAT,�- CROWN TO ST32EET-CROSSFALL: CiTRB GUTTER-GEOI+SETRIES: MANNFNG WIATH CRQSSFALL IN- / QUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOA N0. {FTj {FTj SIbE / SIDE/ WAY (FT) fFT) (FTj (FT} (n} ----- --------- --------------- } 30.0 20.D 0.018/0.0�8/0.020 a.67 2.00 0.4312 0_167 0.0150 GLOSAL STREET FLOW--DEPTH CONSTRAINTS: 1. Relative Flaw-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-Curb) 2. (Depth)*fVelocity} Constraint = 6.0 {FT*FT/S) *STZE PiPE WITH A FLOW CAPACITY GREATEFt 'T'HAN OR EQUAL TO THE UPS'I'REAM TRIS�J'I'ARY PIPE. * * *Yr*yr***� k�F'w * # ttYrYr*1r* * * * * * YrYr}' i4# tt tt�k t**YriFiF i�*�k i� � fFir* *+#**ikl�**** �k ** **�k �I' �!"t f f **t FLOW PROCESS FROM NODE 300.10 TO NODE 300.20 IS CODE = 21 » » >RATIONAL METHOD INITIAi., SUEAREA ANALYSIS« «< SII3GLE FAMZLY DEVELOPM�NT RUNOFF COEFFICIENT =.5500 SOIL CLASSI�'ICATION IS "D" . S.C.S. CURVE NLTMBER (AMC Iz) = 88 � s�iT�aL suBAx� �Low-L�GTx = �2ao.00 UPSTREAM ELEVATION = 378.00 DOWNSTREAM EL�VATION = 320.00 ELEVATION DIFFERENCE = 58.00 URBAN SUBAREA OVERLAND TIME OF FLOW{MINUTES} = 20.285 *CAU'I'IO�T: SUBAREA SLOPE EXCEEDS COUN'TY NOMpGRAPH DEFIN�'I`ION. EXTRAPOLATION OF NOMOGRAPH USED. *CAi7'PIdN: SUBAREA �'LOWLENGTH EXCEEDS COUNTY I30MOGAAPH DEFINI'I'ION. EXTRAPOLATION OF NOMOG�tAPH USED. 100 YEAR RAINFALL INTENSITX[INCH/HOUR} = 2.994 SUBAREA RUNOFFICFS} = 8.46 TOTAL AREAfACRES} = 4.90 TpTAL RUNOFF{CFS} = 8.06 ***�********vrw*«*+*f+++*+******�***+*,r****,t*wwf*****f*+*t******«**,.+�*�****� FLOW PROCESS FRp[�S NODE 30a.20 TO 230DE 300.50 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHAAFNEL FLOW««< »»>TRAVELTIi+7E THRU SUBAREA (E?{ISTING ELEI�EIdT) ««< ELEVA'TION DATA: UPSTFiEAM(FEET) = 320.00 DOWNSTREAt+SIFEETj =. 30a_4Q CH.ANNEL LFNGTIi THAU SUBAREA(FEET) = 45D.00 CHANNEi, SLOPE = O.d4A4 CHANP7EL BASE(FEET) = 5.00 "Z' FACT012 = 2.000 I471NNiNG'S FACTQA = d.025 MAXIMUM iIEPTIi(FEET) = 4.00 CHADINEL FLOW THRU SLT9AREA(CFS} � 8.06 FLOW VELpCI'I`Y{FEET/SEC) _ $.04 FLpW DEPTH(FEETj = �.29 TRAVEL TTME{MIN.} = 1,49 TC(MTN.} = 21.77 LONGEST FLOWPATH FROM NOAE 300.10 TO NODE 3Q0.54 = 1650.00 FEET. � *******�t*vrx***f*:**t****�**�*****,r,rwwwv�x*�*f*t*******t***�,r*****,r*,rw***ww*** FI,OW PROCESS FRdM NODE 30�.30 TO NO17E 3Q0.5Q IS CODE = 81 -------___--------------------------------------------------------------------- »»>ADDI'FION OF SUBAREA Ta MAINLTNE PEAK FLOW« «< 100 YEAR RAINFALL INTENSI'I'YIINCH/HOUR} = 2,856 SINGLE FAMIT.,Y DEVELOPMEN'P RLFNOFF COEFFICTEN'P =.55Q0 SOIL CT�ASSIFICATION IS 'D' S.C.S. CURVE NUMBER (AMC II} = 88 SUBA13� AREAfACRES� = 19.60 SUSAREA RUNOFF(CFS} = 30.79 'i'O'!'AL AFtEAfACRES) = 24.50 TOTAL RTJbIOFF(CFS) = 38.84 TC (1�liN} = 21. 77 END OF STUDY SUHII4ARY : 7'OTAL AREA(ACRES) = 24.5d TC{MIN.) = 21.77 PEAK FLOW RATEICFSf = 38.84 ENB OF RATIONAL M�THOD ANALY5I5 • r� U BASIN 408 C� � � t+*f**++*+++++++***�t�ftat+�*rfrsWwwwwY�w�w+xw*��w�+�+rww�*+****�*+»*******# RATIOIdAL ME'i`HOD HYDRQLOGY COi+]PUTER PROGRAM PACKAGE Reference: SAId DIEG4 COUNTY FLOOD CON'I`ROL DISTR�CT 1985,1981 HYDROLpGY MANUAL fc} Copyright 1982-2001 Advanced Enginearing SofCware (aes) Ver. 1.5A Release Date: Ol/O1/2Q01 License ID 15D9 Ana}�ysis prepared by: PROJECTDESIGN CONSULTANTS 7fl1 B STR�ET, SUITE 806 SAN DIEGO, CA 92141 (619) 235-6473 *+*t+*++***w*rtiit::�:***+• DE$CRIPTION OF STUDY ****+,r*,r*�+*****�x****�w�: * MASS GRADING !-IYDRQLOGY * * SYSTEM 4� �� �{'(?�fj * ' 100-YE.a.R HYDROLQGY: RISER DESIGN * s++t+***y.**+*rrt�xttt*sr*****rt*wwx*w***w*wtwv�*r***r�w*w,r,r*****w,rw*x�r+****�x FILE NAME: C:\2244DB\5YS403DB.DAT TIME/DATE OF S�'UDY: 16:17 45/23/2002 ----------------------------------_�___-----_________-------------------------- USER SPECiFIED HYDROLOGY AND HYDRAULTC i-IODEL INFQP,MATIpN: -------------------------------------------------------------......____________ 1985 SAN DIEGO MANiJAE� CR�TERIA • LiSER SPECIF�ED STpRM EVENT(YEAR) = 100.00 6-HOUR DLTF2ATEpN PRECIPITA�`EpN (INCHES) = 2.80Q SPECEFYED MINEMUM PIPE SIZE(INCH) = 18.00 SP�C�FTED PEEtCENT OF GfiAbTENTS(DECTi�SAL) TO USE FQR FRICTIdN SLOPE = 0.95 SAN bIEGO HYDROLpGY MANiJAi� "C"-VALUES USED FOR RATIONAL METHOTI NOTE: ONLY PEAK CONF'LLiENCE VALLTES CONSIAERED *USEFt--D�FINEI] STREET-SECTIONS FOR COIIPL,EE] PIPEFLOW AND S'FREETFLOW MODEL* HAT,F- CRpWN TO STREET'-CROSSFALL: CL7RB GUT'I'ER-GEOMETRIES: MANNING WTIYT'F-i CFtOSSFALL IN- / OVI'-/PARK- HEIGHT WIATH LIP HIKE FACTOR N0. (F"P) (FTj SIDE / SIbE/ WAY (FTj (PT} {�'T} {��j (n) --- ----- --------- ----------------- ------ ----- ------ ----- ------- --- ----- --------- ----------------- --..__� �_--- ------ ------ ------- i 30.0 20.0 0.016/0.018/0.020 0.67 2.00 D.Q312 0.167 O.p150 GLOBAL STREET FLOW-DEPTH CONSTRATN'PS: 1. Relative Flow-Depth = D.00 FEET as ft�4aximum Allowable Street Flow DEpth} -(Top-of-Curb) 2. (Depth}*IVe3ocity) Constraint = 6.0 IFT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL Tp THE UPSTREAM TRIBUTARY PIPE.* *f�***w�**+*++**t,r,r****+**r*******��*��****��*r*****w�,.***..*+�.,�,.****,.***,.** FLOW PROCESS FROM NODE 403.10 TO NODE 403.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATiONAi, METHOD INiTIAL SUBAREA AidALYSIS««< ------------------------------------------__�____-_---------------------------- -----------------....--------------------------------------------------------- SINGLE F'AMI�,Y DEVELOPMENT RUNOFF COEFFICIENT =.55D0 SQIL CLASSIFICATION IS "D' � S;C.S. CURVE NLFMBER (AMC IIj = BB � INI'FIAL SLTBAR.EA �'LOW-LEid1GTH = 320.00 UP5'I`REAM ELEVATION = 299.00 �?OWNS'i`REAM Ei�EVATION = 2 9 0. 0 0 ELEVA�IQN DIFFEitFNCE = 9.00 URBAN SUSAR.EA OVEFtiaP.ND TIME pF FLQW(MIN[,TTES} = 12.547 *CAU3'ION: SUBAREA Sl,OPE EXCE�DS COi7NT'Y NOMQGRAPH i]EFiNI'i`ION. EX'i'RAPOLATION OF NOMOGiZAPH USED. 300 YEAR RAINFALL INTF�1SiTY(INCH/HOUR) = 4.075 SU$AREA ftUNpFF(CF5) = 2.02 TOTAL AREA ( ACRES )= 0. 9 0 TpTAi, RT3NOFF ( CFS }= 2. 02 wyrx *** f� x k* w ir##i.#�r ir,t#ir#irVr#i.�k,tir�lrv.ir �k�Firvr* kY�Yr+r# xw* #*# f iY�*f ir#++t f#ir *#*+#yrwrirYcvrYrf ik# FLOW PROCESS FROM NODE 443.20 TO NODE 408.30 IS CODE = 51 »» >COMPUTE TRAPEZOIDAL CHANNEL FLOW« «< »»>TRAVEL'f`IME �'HRU SUBAREA (EXISTING ELF.i�fENT)«�« ------------------------------------------------------------------------------- ELEVATI ON DATA : UPSTR� ( FEET )= 2 9 Q. 0 0 DpVJ1VSTREAi�7 ( FEET )= 2 81 . 00 CHANNEL LENGTH �HRU SU�AREAfFEET} = 390_00 CHANNEL SLQPE = 0.0231 C4-iANNEL BASE{FEE'i') = 5.44 'Z' FACTOR = 2. �00 MANNING' S FACTOR � 6. 025 MAXIM[TM D�P'TI-� ( FEET J= 4. D 0 CHANNEL FLOW THRU SUBAREA(CFS) = 2.02 FLOW VELOCITY(FEE�'/SEC} � 2.44 FI,OW DEPTH(FEET} = O.Z6 TRAVEL TFME(MIN. } � 2.66 TC([�fIA1. }= 15.21 LONGEST FLOWPA�'H FRdM NODE 403.10 Td NODE 408.30 � 710.00 FEET_ ***«*�*awwsx*�***********+***+***�**a*�*�**,twww*wwwx**s+++ti>+*+*rrry,w***tr+* FLOW PROCESS FROM NQDE 403.00 TO NOAE 4D8.30 IS CODE = 81 . ----------------------________----__------------------____-----__--_----- »»>ADDYTION OF SUBAREA TO MAINLINE PEAK FLOW<a «< ..------------------_____----------------------------------------------------- 100 YEAR }iAFNFALL INTENSITY{INCH/HOUR) = 3.600 SINGLE FAMILY DEVEIAPMEI3T RUNOFF COEFFICIENT =.550Q SOIL CLASSYFICATION IS 'D' S. C. S. CUAVE NUMBER ( Ai+1C I I 1 = B 8 SUBAREA AAEA{ACRES) = 7.7Q SUBAREA RUNdFF(CFS} = 15.25 TOTAL AREA{ACRE5) = 6.64 TOTAL RLTNOFF(CFS) = 17.26 TCfMIN? = 15.2Z ---------------_--__---------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 8.60 'PC{�zN.) = 15.21 PEAK FLOW RATE(CFSj = 17.26 ----------------------------------------------------------------------------- -----------------��____.._______....__________-_�._----__------------------------- ---------------------------------------------------------------------------- -----------------_----_____-------_--_--_---_�_-------------------------------- END OF RATIONAL METHOA ANAi�YSIS C � � BASIN 411 � i � +*ttt*++�**��ftft*****w*++�**w*�**t*�**�*************+***+*«*�**+***����*rw* itATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGd COUNTY FipDD CQNTRpL DISTRICT 1985, 1481 �iYDR4LOGX MANZJAI� (c) Copyright 1982-2p0i Advanced Engineering Software (aes) Ver. 1.5A Ftelease Date: Q1/O1l2001 License ID 1509 Analysis prepared by: ProjectDesign Consultants 7D1 B StrEet, Suite 800 San Diego, CA 921D1 {614} 235--6471 t***+**tff++++*+***++**fr* DESCRIPTION OF' STCJbY ***************x*xw******+ * BRESSI RANCH - i+IASS GRADING DESIL'P BASIN HYDROLOGY * * DESILT BASIN 411 : PA-1 * * 100-YEAIt STORM EVENT * t***+*****++++++++**+**�t*++*fs*+t::�ry,s�r�r��rw�w***w,r,+ww*,ra+***********«*** FILE NAME: 411.DAT TIi�iE/DATE OF STUDY: 15:24 09/45/2002 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AiVD HYDRAULIC MODEL INFOF�L�TION: ---------------------------------------------------------------------------- 1985 SAN DIEGO MAI�F�JAL CRITERIA iJSER SPECIFIED STORM EVENT(YEAR} = 100.00 � 6-l-I�U�t DURATION PRECIPITATION (INCHES) = 2.$00 SPECIFIED MINIMUM PIPE SIZE{INCH) = 18.00 SPECI�IED PERCENT OF GRAUIENTS(DECIAfALj TO USE FOR FRICTION SLOPE = 0.85 SAN DIEGO HYDROL�GY MANL3AL 'C'-VA�UES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUEDtCE VALUES CONSIDERED *USER-DEF�NED S�'REET-SECTIONS FOR C�UPLED PIPEFLOW AND STREETFLOW I�ODEL* HAT,F- CF2QWN TO STREE'F-CROSSFALL: CURS GUTTEFt-GEON3ETRIES: M�i+TNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT} {FT) SIDE / SIDE/ WAY (FT) IFT1 IFT} (FT� fny 2 30.0 20.a O.D18/0.018/0.020 0.67 2.00 0.0312 0.167 0.015a GLOSAI, STRE�T FLOW-DEPTH CONSTRAIi�iTS: 1_ Relati.ve Flpw-Depth = 0.00 FEET as (t�aximum Allowab].e Street Flow Depth) -{�op-of-Curb) 2. (Depth)'"(Velocity) Constizai.nt = 6.0 (FT*FT/S) "STZE PIPE WITH A FLOW CAPACZTY GRF.�:�'ER THAI�i OR EQUAL TO THE i}PS'T'REAM TRIBUTARY PIPE. * +t**":'Y.kiril'+t *irW k Yr�'Y� f WY� M'k*ir*Yr* *** ****** *** ***�lrlr�lrw �F1� **w*** ir�lr* **wrwiF iF irik ik �Firir*ik�F t*iF ik FLQW PROCESS FROM N017E 411.10 TO NODE 411.30 IS CODE = 2� ----_--_---------------------_------------------------------------------------- »»>RATIONA� MET'HOD T23ITZP,L SUBAREA ANALYSIS««� -----------------------------------�___�..__�------_--------_..___--------------- --_�_______�w_-�------------------------------------------------------------- USER-SPECIFIED FtUNOFF COEFFICIENT = .5500 S.C.S. CURVE Nf3MB�R fAMC II) = 88 INITIAL SUBAREA FLOW-LENGTH = 400.00 UPSTREAM ELEVATION = 300.OD DOWNS`f`REAM ELEVATION = 282.00 ELEVA`I'IOI3 DIFFERET3CE = 1$ . 00 . i7RBAN SUSAREA OVERLAND TIE�E OF FLOW{MINUTES) = 11.994 � *CAUTION: SL7BAREA SIAPE EXCEEDS COLTNTY NOMOGRAPH DEFINITIOAI. EXTRAPOLATTON OF NOMOGRAPH USED. 1D0 YEAR RAIDiFALL INTENSITY{INCH/HOL7RJ = 4.196 SUBAREA RUNOFF(CFS) = 5.48 i`OTA.L AR�P.(ACRES} = 2.20 TdTAL RUNQFF{CF5) = 5.�8 __-__----------------------------------------------------___�______�_--___------ --------------------_--------------------------------------------------------- END OF 5'I`L7DY SUNII�iARY : 'POTAL AFZEA ( ACRES i = 2. 2 � 'I`C { MIN . J = 11 . 9 9 PEAK FLpW RATE(CFS} - 5.08 -------------------------------------_____----------------------------------- __....------------------------------------------------------------_______------- END OF RATTpNAL NIETHOD ANAi,YSIS � C � � f ' � r � i � • • tt*t****t***fa**�**�*►**w�*�*��++*********+tt�*++****xwx*******x�x***�*****t RATIONAL METHOD HYDROLOGY COMPi3TER PAOGRAM PACKAGE Reference: SAN DIEGO COUNTX FL0017 CONFROL DISTRICT �985,1981 HYDROLOGY MANiIAL {c) Copyright 1982-2001 Advanced Engineering Software (aes} Ver. 1.5A Release Date: Q1/O1/2001 License �D 1509 Analyszs prepared by: PROJECTDESiGN CONSULTAN'f5 701 B STREET, SUITE 800 SAN D�EGO, CA 92101 (5i9? 235-6471 +***rf�**t*t�********w**wx DESCRIPTION OF STUDY �'*****�***************wwww * MA55 GRADYNG HYDROLOGY * * SYSTEM 8Q$ * * 1D6-YR HYDROLOGY: RISER DESIGN * titt*41 * ** * �Jrt*tk�!!*1rfYr**1r *Yri** ***YrfrYri� frYrY�Y� * k *Yr*YrYr*YrYr'k******��k**** * * * * ******** FILE NAME: C:\2244DB\SY5�a8DB.DA'P TIME/DATE OF STLTDY: 15:33 05/23/2002 ----------------------------------------------------------_---_---_----------- USER SPECYFIED I-FYDROi,OGY P.ND HYDRAULIC MODEE, IidFORMATTON_ ----------------------------------------------------------------------.._..___ 19$5 5AN DYEGO MAN[7Ai CRFTERIA • USER SPECIFIED STORM EVENT(YE.�R) = 100.OQ 6-HOUR DURATION PRECIPITATION (INCHES) = 2.B00 SP£CIFEED MINIMi7[�4 PYPE SIZE ( IEdCH} = 18 . 04 SPECIFIEB PERCENT dF GRADIF�1'!'SIDECIMAL} TO USE FOR FRICTiON SLOPE = 0.95 SAN DIEGO HYDROLAGY MAN[7AL "C"-VALUES USED FOR RATIOI3AL METHOD NOTE: ONLY PEA3t CONFLUENC£ VALUES CONSIE}ERED *USER-DEFYNED STREET-SECTIONS FOR COUPLEI] PIPEFLOW AI3D S'i`REETFLOW �50DEL* HALF- CAOWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MP.NN�NG WIDTH CROSSFALL IN- / OU'P-/PARK- HEIGHT WIDTH LIP HIEtE FACTOR N�. (FT) (FT) SIDE 1 SIDE/ WAY {FT� f�'T) {FT) (FT) in} 1 30.0 20.0 O.Q16/0.018/4.020 4.67 2.00 0.0312 0.167 0.4150 GLOBAL STREET FLOW-DEP?'H CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as fMaximum Allowable SCreet F�ow Depth) -(Top-of-Curb1 2. (Depth)*(Ve�ocity) Constraint = 6.0 (FT"FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQt3AL TO THE UPSTREAM TRIBUTA�tY PIPE. * f** 1 t*Y **i t tt #i#litt #* #t *#*ti*ttt**�t*Ylt�! tti #*f t i*t t'k*tk*** *#Yr*YrYr�FYr 1rYrtkk t�k4* *tk FLOW PROCESS FAQM NODE 808.00 TO NODE 811.00 IS CODE = 21 » »>RAT30NAL METHpD INITIAL $UBAREA ANALYSIS« « � ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- SINGLE FAMILX DEVELOPMEN�` RUNOFF COEFFICTEidT =.5500 SOIL CIlASSIPiCATION IS "D" • S.C.S. CURVE NUMBER (AMC TI} = 88 � INIT�AL SUBAREA �'LOW-LENGTH = 590.00 U1'STREAM ELEVA'FiON = 320.00 DOWNS'TR�.n.M ELEVATION = 303.00 ELEVATION DIFF�RENCE = 17.00 URBAN S[3BAREA OVERLAND TIME OF FLOWIMYNUTESi = 16.900 *CAUTION: Si.TSAREA SLOPE EXCEF�IS COUNTY NON30GRAPH DEFTNITIOi�I. EXTRAPOLATION OF NOMOGRAPH USED. *CAUTION: SUSAREA FLOWLENGTH EXCEEDS COLT�ITY 230MOGRAPH AEFINI'I`IQN. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTFNS�TY{INCHlHOiFR} - 3.363 $[3BAREA RiJNOFF (CFS? = 5. 18 TOTAL AREA(ACRESi = 2.80 TOTAL RUNOFF'{CFS} = 5.18 *****,rww*ww**++++++**«xra+w�*�*******w�w+*++t::t++++**ra++**�+e+.**+***+.+*,r,r+* FLOW PStOCESS FROM I30DE 811.04 TO NODE 806.00 I5 CODE = 51 »» >CQMPUTE TRAPE20IDAL CHANNEL FLOW« «< »»>'iRAVELTIME THRU SUBARE.A (EXTS'FING ELEMENTI<a«< ELEVATION DA�'A: UPSTREAM(FEET) = 303.00 DOVJNSTREAM{FEETj = 341_25 CHANNEL LENG�'H i`HRU SUBAREAiFEET} � 670.00 CHANIdEL SLOPE = 0.0026 CHANNEL BASE{FEET) = 5.04 "Z" FACTOR = 2.400 MANNING'S FACTOR = 0.025 MAXIMtJM DEPTH{�'EET} = 4.00 CHANNEL FLOW THRU SUBAREA(CFS) � 5.18 FLOW VEL,OCITY(FEET/SEC) = 1.70 FLOW DEPTH(FEE'I') = 0.51 TRAVEL TIIfE (MIN. }- b. 56 TC (t�S2N. j= 23 .46 LONGEST FLOWPATH FROM NdDE 808.00 TO NODE 806.D0 =].260.40 E'�ET. • ****v.vr*,rw**ff+t++*�*s**tw*ta*w�****�,r+,trww*fr+*f�***:tw*+w�***�*�*****,r,rw*,rw FI.�OW PFiOCESB FROM N4DE 608.�0 TO NObE 80b.D4 YS CODE = B1 »»>ADDITIOi�} OF SUBAREA TO MAENLIN� PEAK FLQW««< 100 XEP.R 1�ATAiFALL ENTENSITY(INCH/IiOUR} � 2.722 SINGLE FAMTLY DEVELOPMEN'P FtiFt30FF COEFFICIEN7' _.5500 SOIL CF�ASSTI�'ICATION IS "D" . S. C. S. CURVE AIi.i[�fBER ( Ab4C I I) = S S SiABAREA AFtEA { ACRES }= 1 Q. 2 0 SUBAREA RiJNOFF ( CFS )= 15 . 27 TOTAL AREA(ACRES) = 13.40 T03`AL AUNOFF(CFSj = 20.45 'PC(MxN1 = 23.46 EI3D OF STUDY SUrIIdARY: Tp'I'AL AREA(ACRES) - 13.0� 'i'C(MIN. i= 23.45 PEAIC FLOW RATE(CFS) = 20.A5 _____________________________�_�,�__�_« _______-_-_---_--____,-�_��_�_,T==== �33D OF RATIONAL METHOD ANA%YSIS r� u • SASIN 900.5 � � � t****w*w�rf++**a*�**++******t*******w*w+f**wx***++*+t*xs*�r*rt�t****�**t*w*t� RATIONAL METHOD HYDROLOGY COMPCi`i`ER PROGRAi+i PACKAGE ReferenCe: SA�i DIEGO COCTN'i`Y FLOOD CONTROL DISTRICT 1985,1981 HXDROLOGY MAPFUAL {c1 Copyright 1982-200� Advanced Engineering Software (aes} Ver. 1.5A Release Date: O1/O1/2001 License ID 1509 Analysis prepared by: ProjectDesign Consultants '701 S Street, 5uite 8a0 San Diego, CA 92109 619-235-6471 :w��**«+++t*x�*,r++++**+*,r* DESCRIP'I�IQN OF STUDY ***"'s***'+t*:*w+*+.****+*r* * BRESSF RASiCH - MASS GRAAING * * SY5TEM 900.5: MASS GRAbED CONDITXOI�FS TO DSSILT SASIN "` * 100-YEAR STORI�f EVENT: C= 0.55 * *****w**+t*,,,.+**+*+**�**+�*++******r�++******«+t***..�,r*t+>+*******xt***�*. FxLE NAME: SYS9005.DAT �'XME/DATE OF STUDY: 17:19 0�/29/2Q02 ------------------------------- USER SPECIFI�D HYDROLOGY AND HYDRAULIC i10DEL INFQRMAT'ION: 1985 SAI3 DIEGO MANUAL CRITERFA • USER SPECIFTED STORM EVENT{yEAR} � 100.00 6--HOUR DURATXON PRECIPITATION (�NCHESi = 2.800 SPECIFIED MI3��MUM PIPE SIZE(INCH} � 16.D0 SPECIFIED PERCENI' 4F GRADIENTS(DECIMAL) TO [3SE FOR FRICTIQN SLOPE = 0.95 SAN DIEGO HYDROLOGY MA23(7AL "C" -VALUES USED FQR RA3'IdNAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDEFtED *U583t-DEFINED STREE3'-SECTIONS FOR C013PLED PIPEFLOW AND STREETFLOW MODEF,* HAI,F- CROWN TO STREET-CROSSFAI�L: CURB GUTTER-GEOi+lETRIES _ MANNFI+iG WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR N0. (FT} (FT) SIbE / SIDE/ WAY (FT) {FTi (FT} (FT'} (ni 1 3D.0 y20 0 0 fl18/0 0�8/0�020 0+67 2.00 0.0312 4 167 0.0150 GI.�OSAi� STREE`T' FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Aepth = 0.00 FEET as (3�7aximum A1J.owable Street Flow nepth) -(Top-of-Curb) 2. (Depth)*(Velocity} Constraint = 6.0 (FT*FT/S} "SIZE PIPE WIT4i A FI.�OW CAPACITY GREATER 'I'HAN - pR EQUAL 'F'O THE UPSTRE.�M TRIBUTARY PIPE •"' ��ir*��**w*,t�l.*:f+t+*x�irr*+tt*+a****rftttw*+ttv*****,t+,t*w++ttw,t*�*+t**a**iri�*++t FLOW PROCESS FRO[4 NODE 900.00 TO NOD� 90D.10 IS CdDE = 21 »»>RATIOAiAL METHODf iNITIAL SUBAREA ANALYSIS««< , i7SER-SPECFFIED RUNOFF�COEFFICIENT'- .�500 S. C. S. CURVE NSJMBE�t ( AMC I I) = 8 8 INITIAL SUBAAEA FLOW-LENGTH = 450_00 UPS�'REAt9 ELEVATION = 352.40 DOWNSTREAt4 ELEVATION = 350.00 ELEVAi'I4N DIFFERENCE = 12.00 • URBAN SUBAREA 4VERLAND TXME OF FLOW(MTNVPES) = 15.145 • *CAU'i'ION: SCJBAR�A SLOPE Ei[CEEDS COUNTY NOMOGRAPH DEFINITION. E}CTRAPOLATION OF NOMOGHAPH USED. 100 YEAR RAINFALL INTENSITY{�NCH/HOUR} = 3.6Z0 SLTBAREA RUNOFF{�FS) = 7.94 TOTAL AREA(ACRES} - 4.D0 TOTAi� RUNOFF(CFS) = 7.9A , �+*,..�**,r**++r*****++�r*******+�*****�*�**a****a�**,.+******��>�..*,,.x******.+t FLOW PROCESS FROM NQDE 904.10 TO NODE 9�0.50 IS CODE = 51 ---------------------------------------------------------------------------- » » >COMPUTE TRAPEZQIDAL CHANNEL FLOW« «< »»>TRAVELi'IME THRU SUBAREA {EXISTING EL�T+iENT)««< ----------------------------------------------------------------------------- ELEVATION DATA : UPSTitEAM ( FEE'i' j= 3 5 0. 0 0 DOWNSTREAI�4 ( FEE'i )= 2 6 5. 00 CHAIQNEL LFNGTH THRU SLTBAREA { F�E'P j= 5 0 0. 0 0 CHAN'rIEL SLOP� = 0. 17 0 0 C1-L�NNEL BASE{FEET} = 5.04 "2" FACTOR = 2.QpQ MANNING'S FACTOR = 0.015 MAXTMUM pEP'I'H(FEET) = 4.00 CHANNEL FI,OW THRU SLTBAREA(CFS) = 7.94 FLOW VELOC��'Y{FEET/SEC) = 1d_58 FLOW dEPTH(FEE�') = 0.1A TRAVEE, TIME{MIN. }= 0.79 Tc(2+IIN. )= 15.93 LONGEST FLQWPA�'H FROM NODE 900.flQ Tp NODE 9Q0.50 = 950.00 FEE'P. swt*r+ww*++>*:**ri*t*f+++*,ry.*x«*w**w**«w,r**w+w***w*>tw*w**w+�rrw,r+,+***ww+�** FLpW PROGESS FROM NODE 900.50 TO NODE 900.5Q IS CODE = 61 »»>ADDITION dF SUBAREA TO MAINLINE PEAK FLpW« «< ---------------------------------------------------------------------------- --------------------------------------------------------------------------__-- 100 YEAR 3tAINFALL INTEi�]SITY{INCH/HOURj = 3.493 i75ER-SPECIFIED iiUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC I11 = 88 • SUBAREA AREA{ACRES] = 5.20 SUBAREA RUI30FF{CFSj = 9.99 • TOTAL AREA(ACRES} = 9.20 TOTAL RUNpFF(CFS} = 17.93 TG {MIri} = 15 . 93 ---------------------------------------------------------------------------- ---------------------------------------------------------------___________--__ END OF S�'UDY SLTNR4ARY : TQTAL AREA(ACRES) = 9.20 TC(MIN.j = 15.93 PEAK FLQW RATE(CFS] = 17.93 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS 0 • CJ BAS�N 90�.5 � � • **�***+*+�*t*r***+t+ti**f+*ftx*+trr**+��ww�r��r�a****++****ax*w*r**+ttrw*�++ RATIONAL METHOD HYbROLOGY CQMPCI'f'ER PROGRAi+] PACKAGE Reference: SAN DI�GO COUN'i`Y FLOOD CdNTROL DISTRICT 1985,1981 HYDROLOGY MP.NLTAL ic) Copyright 1982-2001 Advanced Engineeri.ng 5oftware {aesl Ver. 1.5A RElease Date: 4i/D1/2001 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 S Street, Suite 8QD San Diego, CA 92169 619-235-6471 *++***:xww*w*ww*wxk►►w«*** DESCRIPTION OF STUDY *w*++**,t*++***����ww*,rt*t+ * BRESSI RANCfi - MASS GRADID CONDITI4N * * SYSTEM 901.5D f�ESILT BASIi3 * * 1D0-YEAR STbRM EVENT: RISER PIPE DESIGN, C=0.55 � * *+**�*�***a�**���*k�.����********+*�*+*t+t*+*+++++*w++�w*�*�wv��*�++***��wx* FILE NAME: SYS941.5.DAT TIME/DATE OF S�Y: 17:25 05/29/24Q2 __-----_--__-----------_--------------------------------------------------------- i3SER SPECiFFED HYI3KOLOGY AND HYDRAULIC M4DEL INFORMATIQN: --------------------------------------------------------------------------_____ 1985 SAi�F DIEGO MAN[7AL CRITEREA USER SPECIFTEI7 STORZE EVEN'i{y�} = 100.00 � 6-HOUR bURATTpN PRECIPITATiON (INCHES) = 2.SOD SP�CIFIEA MTNXMUM PIPE SIZE{INCH) = 18.00 SP�CxFIEA PEKCENT OF GRADiENTS(DECIMAL} Tp [iSE FOR FRICTIpN SFAPE � 0.95 SAN ATEGO HYAROI,OGY MANTJAL 'C'-VAi,UES USED FOR RA�IONAF, ME'E`HpD NOTE: �NLY PEAK COE�iFLUENCE VALLTES CONSEDERED *USER-DEFINFD STREET-SEC'1'IONS FOR COUPLED PIPEFLQW AND S3'REE2'FLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GU�`TER-GEpMETR2ES: PfANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LEP HIKE FACTOR N0. (FT) (F'I') SIDE / SIDE/ WAY {FT} {�j (FT) (F'T} {nJ --- ----- --------- -----..____------- ------ ----- ------ ----- ------- --- -----_ ______---- ----------------- ------ ----- ------ ------ ------- � 1 34.4 20.0 D.018/0.�18/O.Q20 4.67 2.00 O.Q312 0.167 O.D150 GLOSAi� STREET FLOW-DEPTH COi�iSTRAIN'i'S : 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flaw Depth) -(Top-of-Curb} 2. (Depthj*{Velocity} Constrai.nt = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACiTX GREATER THAN OR EQUAL TO THE UPSTREAM 'I`RIBUTARY PIPE.* ** f f * ##! y f *# # # tt# # # # #**! ! 1k tt*'!r*14*** *** * *YrYrrtYr }YrYr f� *YryrfrtkYr *tkliiYrYr*f �k f t# # #y f 4yr # ji4# FLOW PROCESS FROM NODE 901.OQ TO AIODE 9D1.20 iS CODE = 21 -----------------------_--______---------------------------------------------- » »>RATIONAL METHOD INITTAL SUBAREA ANALYSIS�� « < USER-SPECIFIED RUNOFF COEFFICIENT = .5500 � � �� S. C. S. C[TRVE NUMBEft (P,,MC I I} - g g INI`f`IAI, SUBAREA FI.�OW-LENGTH = B00.00 UPSTRFuAM ELEVATION = 355.00 DOWNSTR�P.M ELEVATTON = 325.00 �LEVATION DIFFERENCE = 3D.00 � UR�Ai�F SUBAREA OVERLAND TIME OF FLOW (MI13EJ`I`E$ j= 18 . 024 . ;C1IUTION: SUBAREA SLOPE EXC�EDS COLTN'I'X NOMOGRAPH DEFFNITIOI�. EXTRAPOLATION OP N�MOGRAPH USED. *CALiTION: SUBAREA FLOWL�7GTH EXCEEDS COUN'TY DipMOGRAPIi DEFIi�iITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITYfINCH/HOUR) = 3.226 $LTBAREP. RUNOFF(CFS1 = 3.55 TOTAL AREP.(ACRES) = 2.00 TOTAL RUI30FF(CF5} = 3.5� yw+**+t+**es*�++t*++**wir+r***+*+s,rt****rr*+,rrw*+*+*+++*�k�***++++r:rww�*wwr�++ FLOW PROCESS PROM i�iODE 901.20 TO NODE ga�.5a I5 CODE = 51 --»»>COl+3PU'PE 'i'RAPEZOIDAL CHANNEL FLOW«a« »»>TRAVELTIME T'HRU SUSAREA (EXESTING ELET7E31'P1 ««< • __________________________________�---------------------- ELEVATiON DATA: UPSTREAM(FEE'i`) = 325.00 DOWNSTREAM(FEET) = 26Q.00 CHAI3NEL LENGTH THRIi SUBAREAIFEE"P1 = 700.00 CHP.DTNEL SLOPE = 0.0929 CFiANfFEL F3ASE{FEET� = 5.00 'Z" FACTOR = 2.Oa0 MANNING'S FAC�`OR = 0.015 37A}CFMUM DEPTH(FEET} = 4.00 CHANN�L FLpW THRU SUBAREA(CFS) = 3.55 FLOW VELOCITY(FEE'i'/SEC) = 6.56 FE,OW DEPTH(FEET) = 0.10 TRAVEL 'i'IME (MIAF. } = 1.78 Tc (MIN. ) = 19. 84 LONGEST Fi�pWPATH FRQM NODE 901.00 �`O NODE 901.Sd =�5a0.00 FEET. *********,r,r**:::++*w*++++**+**,.«*+********fi++**�**+*++..*.****>+++«*.+*,r**+t FLOW PROCESS FROM NODE 901.54 TO NOI�E 901.50 IS CODE _$1 ^^»»>ApF}ITIOPI OF SUSAREA TO MAINLINE PEAK FLOW««< T 100 YF�R�RAINFALL INTEN$ITY{INCH/HOUR}'= 3.036 � USER-SPECTFFED RUNOFF COEFFICIENT = .5500 S.C.S. CCFRVE NUMHER (AMC I11 = $8 giTgAREA AREA(ACR�S) = 10.00 SUBARFA RUNOFF(CFS} = 16.70 TOTAL ARFA(ACRES} - 12.00 TOTAi� RUTIOFF(CFS) = 20.25 TC(MiN} = 19.$fl ENU OF S3'UDY SiJf+�SARY : TQTAL AREA{ACRES) = 12.4Q TCIMIN.) = 19.80 PEAIC FLOW RATE{CFS) = 20.25 • �EPFD OFJRATIOPIAL ME`i'HOD ADiALYSIS 0 C J � BASYN 902.5 n u � � *********�***.k*****�*******�***�****�***�*�*�*�**�w�*�.w***www*wwwww����*�w RATI�NAL 2+3ETHOD HYDROi�OGY COMPUTER PROGRAM PACKAGE Reference: 5AN DIEGQ CQUNTY FLAOD CONTROL DISTRICT i 9 a 5, i s a i HYI7ROLOGY r�aNu� (c} Copyright 1982-2001 Advanced Engineering Software �aes) Ver. 1.5A Re�ease Date: O1/O1/2001 License ID 1509 Ana�ysis prepared by: Projectbesign Consultants 70� B Street, Suite B00 San Aiego, CA 92109 619-235-6473 **r*«**«+**w*x�++*****,r*** p$SCRIPTION OF' STUDY �r`r*xrt*t*t*:**:y*r*+w**x * BRESSI RANCH - MASS GRADED CONDZTiON * * SYSTEM 902.5D: AESILT HAS�N RISER bESIGN * * 100-YEAR STORM EVENT: C=0.55 * «w**wwww**x**�**+i.k+*i.t,ri.*w�,ti.i.tw**v.�ttrr*Ysr+**tft*tttft+tttt*t+tit*++++t FIE,E NA3�7E: SYS9025.bAT TIME/DATE OF STLTDY: 17:33 05/29/2002 USER SPECIFIED HYDROLQGY AND HYDRALFL3C MODEL ISFFORMATION: ------------------------------------------------------------------------------ 1985 SAN DI�GO NSANUAf� CRITERIA C15ER SPECxFTED STORM EVENT(YEAR) = 100.00 • 6-HQUR DURATTON 1'FZECIPITATIOi3 (Ii�FCHES? = 2.$00 SPECI�'IED MXNIkILJNS PYPE SIZE(INCHj = 1$.00 SPECIFIF.I1 PERCED3T OF GRADIEi�FTS(DECIMAI,) TO USE FOR FRIC�'ION SLOPE = 4.85 SAN DIEGO HYDROE.OGX MPNi1AL "C"-VALi]ES USED FOR RA'f`IONAL METHOD PIO'I`E : ONLY PEAK CONF�UENCE VAL[3ES CONSIDERED *USER-DEFINED STREET-SECT'IONS FQR COUPLED P�PEFLOW A[JD STREETFLOW [�fODEL* . IiAE�F- CROWN TO S'I'REET-CROSSFALL: CURB GU'i'TER-GEOMETRIES: M.a.NNING WII}TH CROSSFALL 2N- / OU'1'-/PARK- HEIGHT WIDTH LIP HIKE FACTdR 3�70. (FT) (�'T) STDE / SIDE/ WAY (FT) {�y {gTj (FT) (n} --- ----- --------- ----------------- ------ ----- ------ ----- ------- --- ----- _----------- ----------------- ------ ----- ------ ----- ------- 1 3D.D 20.0 0_D18/0.016/0.020 0.67 2.00 O.a312 0.167 0.0150 GLOBAL STR�E'i` FLOW-DEPTH CONSTRAIi3T5: 1. Relati�e Flow-Depth = 0.00 FEET as [Maximum A1lowable Street Flow Depthj -(Top-of-Curbf 2. (Depth}*{Velocityl Constraint = 6.0 (FT*FT/5) *SIZE PIPE WYTH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTRE.n.M TRIB[TPARY P�P£. * wrr**w****+t*fs++ttttt++*tttt*�*t**t**+s***a*t*«*«***wwx*ww*w*+.**+�**w**t,t*w FLOW PROCESS FROM NODE 902.10 TO NQDE 902.50 IS CODE = 21 ---------------------------------------------------------------------------- »»>FtATTpNAL METI-IOD INITIAL SUBAREA ANALYSIS««< ------------------------------------------------------_----____-----------_�__-- ____-----�------------------------------------------------------------------- USER-SPECEFIED RUNOFF CpEFFICIEN'P = .5500 S.C.S. CLTRV� NUMBER (AMC I1) = 88 INITIAL SUBAREA �'LOW-LFNGTH = 600.Q0 UPSTREAM ELEVATIODI = 310.00 DOWNSTREAM ELEVATION = 3QO.qQ ELEVATION DIFFERENCE = 1O.OQ � URBAN SUBAitEA OVERI�AND TiM� OF FLOW(MTN[I'PESj = 20.954 • *CAUTION: SUBARFJ� FLOWL�NGTH EXCEEDS COUNTY NOMOGRAPH DEFII3ITION. EXTR.APOLAT30N OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR1 = 2.974 S[IBAREA RUNOFF(CFSj = 7.36 TOTAL AREA(ACRES) = 4.50 TOTAL RUNOFF(CFS) = 7.36 ------------------------------------------------------------------------------ ---------------��.._-----------------------_-_____-___---------------___--_-___ FND OF S`i`UDY SL7MMARY : Tp'f'AL AREA(ACRES) - 4.50 TCIMIN.) = 20.45 PEP.K FLOW RATE(CFS} = 7.36 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---_--_------------____--________�--------------------------------------------- END OF RATIONAL METHOD ANALYSIS • L � � * * * * * * * * # * * M * * * * # t # t t * t i t * * * * * * * * * � k * * * * * * W W w # i # * ! * * * t f * * * w * * * * � f * * * * * * * * * * * RATIONAL ME3'HOD HYDROLOGY COMPUTER PROGR.�M PACKAGE Reference: SAN QFEGO COUNfiY FLOOD C�NTROL DESTRYCT �985,1961 HYDROLOGY MA�FI7AL (c1 Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 1.5A Release Date: O1/O1/2Q01 License ID �509 Analysis prepared by: PROJEC'FDESIGN CODiSUL�AN't5 , 701 B STREET, SUITE 8Q0 SAN DIEGd, CA 92101 (61g} 235-6471 Rb3.S **w**x�****�+.++ w«ri****+.* DESCRIP'i'�ON OF STUDY •*+t�f***�w**w��+*****+,r,r* * BRESSI RPNCFi - AiA55 GRADED CO�IDITION * * SYSTEM . DESILT BASIN '" * 100-YEAR STQRM EVENT: RISER PIPE DESIGN, C=0.55 * ++**,r*******�*v.,rw*f+*t*t�**:w****rwwa***,t**wirwt**+++t*t**i.�ww****t****s*v.w FILE t3Af�iE: C: \2244\SYS9035.DAT TIME/DATE OF STUDY: 09:22 �1/D5/2002 ----------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAL3LIC MODEL INFORMATION: -----------------------------------------------------------------------------__- 1985 SAN I7I�G0 MANiJAL CRITERiA . USER SPECIFIED STQ}tM EVE[�i'I' (YEAR) = 100 . DD 6-HOUR DURATION PRECIPITATION {INCHES) = 2.800 SPECIFIED PixNIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCEN'i' 4F GRADIENTSi�ECYMRI�) TO iTSE FOR FRICTION SLdPE = Q.85 5AN BFEGO HYDROLOGY MPNUAL "C'-VALUES USED FOR RA'i'IONAL METHOD NQ'i`E: ONi�Y PEAK CONFLIJENCE VALUES CONSIDERED *USEA-DEFINED STFZEE'T-SECTI013S FOR COUPLED PIp�FLOW AND S�AEETFLdW MODEi,* HAi.F- CROW�I'TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / O[TP-/PARK- HEIGHT WIDTI�i LIP HIKE FACTOR NO. (FT) (FT} SIDE / SIDE/ WAY (FT) IFT) (F'Fj (FT} (n) ___ ----- ����_=�w_ _________________ ______ _____ ______ _____ _�-��_� 3 30.0 20.0 0.018/0.018/fl.02D 4.67 2.00 0.0312 D.167 0.015d GLOBAL S'i`RE�T FLOW-DEPTii CONSTRAIE�PI'S : 1. Relative Flow-Depth = D.00 FEET as iMaximum Allowable 5treeti Flow Aepth) - fTop-o€-Curb1 2. {pepth)*(Velocity) Constraint = b.0 {FT*FT/Si *SIZE PTPE WITH A FLOW CAPACITY GREATER 'i'HAN OR EQUAL TO 'Y'HE UPSTfiEAM TRIBUTARY PIPE. * +t*t**t***r*+trw***i.i.****xxti.+*++++++***trtr#**f.**+*+wx+wYt+t+*f***,r,r,r,rtrtr,rx**** FLOW PROCESS FROM NOI}E 903.10 TO IVODE 903.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RA�'FONAL PSETH�D INITIRL SL7BAREA ANALY5I5««< T^SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT =.5500 SOIL CLA55IFICATION IS "D' • S.C.S. CURVE NL3MBER (AMC II) = 88 � INITIAL S�BAREA FLdW-LENGTH = 363.36 UPSTREAM ELEVATION = 324.00 D(}WNSTREAM ELEVATION = 295.00 ELEVATION DIFFERFNCE = 25.00 URBAN SUBAREA OVERLANf} TIME dF FLOW{MINLiTES) = 9.923 'CAUTION: SUBP.REA SLOPE EXCEEDS COiJNFY NOMOGRAPH ]7EFIDTITION. EXTRAPOLATION OF NOMOGRAPH i7SED. 100 YEAR RAINFALL INTENSI'FY(INCH/HOURj = 4.741 SUBAREA RLTNO�'F{CFS) = 2.19 TOTAL AftEA(ACRES} = 4.84 TbTAL RUNOFF{CFS} - 2.19 *t+>*+.++*+++**::* *x:.....«r � � * x«„«.. **..*:«*.,.«**�***.,..� * * * **a�*a ��+� *,.,.*«.*.* FLOW PRQCESS FR4M NODE 943.20 TO NODE 903.50 IS CdDE = 51 --------�------------------------------------------------------------------- »»>COMPLi'I'E �`RAPEZOIDAL CHANN£L FLOW�«« » »>TRAVELTIME THRU SUBAREA (EXISTING ELEMEN'i'} « «< -------------------------------------------------------_----_--_---------_____-_ ---------------------------------------------------------------------------- ELEVATIpN DATA: UPSTAEAM(FEET) = 295.00 DOWNSTREAM{FEET) = 245.D4 CH.AND}EL LENGTH THRU SUBAREA{FEET} = 355.83 C3iANNEL SLQPE = 0.1405 CHANI�iEL BA$E (FEET} = 5, DO "Z" FAC`i'QR = 2. 000 MANNING'S FACTOR = Q.015 MAXIMUM DEP'i'H(FEETj = 4.00 CHPNNEL FLOW THRU SUHAl�EA{CFS) = 2.19 FLpW VEi,QCITY{FEEi'/SEC} = 5.95 FLOW DEPTH(FEET} = 0.07 TRAVEL TIMEIMIN.j = Z.00 Tc(MIN.) = 10.92 LQNGEST FLOWPATH FROM NODE 903.10 TO NODE 903.50 = 719.19 FEET. *yr�k }Y�i� yr*#y4# ##*t **Yrt i i*t4! **tk*t i*ttk**i'�k*�k t*'k�k**tktk'k*yrYr**Yr*� **Yr**�k ** * ** *** *** 1r FLpW PROCESS FROM NODE 943.50 TO NODE 9fl3.50 IS CODE = S1 • ---------------------------------------------------------------------------- »»>ADDI'I'ION OF SUBAREA `i'0 MAENLINE PEAK FLOW««< -----------------------------------------------------_----------_____----------- ___------_-------------------------------------------------------------------- ip0 YEAR RAYNFALL INTENSI`i'Y(INCH/I-EOUR} = 4.45$ SYNGLE PAhExLY DEVELOPMENT RLJNpFF COEFFYCIENT =.5500 SOiL CLASSIFiCA`PION I5 "D" S.C.S. CURVE NUMBER (AMC FI) = BS SUBAREA AREA(ACRES) = 3.47 SUBAREA RTJAIOFF(CFS} = 8.51 'I`OTAL AREA (ACRES }- 4. 31 TO`i`AL R[JNOFF ( CFS }- 10 . 7 Q 'i`C (MIN) = 10. 92 ------------------------------------------------------------------____---------- ------------------------------------------------------------------------------- ENb OF STUDY SU2+IIrSARY: 'TpTAL AREA{ACFL£S) = 4.3� TCiMIN.) = 10.92 PEAK FLOW RATE(CFS) - 10.70 -------------------------------------------------___�______--__--------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANAi�YSIS • J � BASIN 1200 � � � t+++t***rwtwx�r:**+t*f*t�fr#*�y�rw*w�***�*�+**�r**�**�***�**�********+ttft*t RATZOI3AL METHOD HYDROLOGY COMPU'FER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD COi�]'I'ROL DISTRICT Z 9 8 5,19 81 HYDROI.OGY MP.NUAI, (c} Capyright 19$2--2001 Advanced Engineering Sof�ware (aes) Ver. 1.5A Re}.ease Date: 01/O1/2041 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite S00 San Diego, CA 923Q9 619-235-6473 ,r**+,r,twww***:*r++r>*+*ifs+ DE$�4tIPTION OF S`i'UI}X ******w***********w***w:*+ "' BRESSI RANCH - MA55 GRADSD DESILT BASIN * * SYSTEM 1200 {pA-12): DESILT SA$IN RISER P?PE ]7ESZGN Q * * 100-YEAR STORM: MASS GitADED 'C' VALUE * +*i*w++**+t*f**++tf*++t*r+**��:*�***�y.ww*����*+*rr*�*r,r,tasia*+******,r**�w* FILE NAME: SYS120d.DAT TIME/DATE OF ST[7DY: 1b:47 45/29/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL IAIFORMATION: ------------------------------------------------------------------_----------- 1985 SAN DIEGO MANiJAL CRITERIA USER SPECIFIED S�'ORM EVEI3T{y�) = 100.00 � b-HOUR DiTR.ATION PRECIPITAT�ON (INCHESi = 2.800 SPECIFiEi} MINIMUM PIPE SIZE{ENCH} = 18.00 SPECIFIED PERCENt OF GRADIENTS(DECI[�3Ai�) TQ USE FpR FRICTION SLOpE = 0.95 SAN DIEGO iiYDROI,OGY MANUAL "C"-VALLiE$ USED FOR RAT'IONAL ME'iHOD NOTE: ONLY PEAK COI3FLUEA7CE VALUES CONSIDERED *USER-DEFINED 5�'REET-SECTIONS FOR COUE'LED PXPEFLQW ANb S'TREETFLOW MODEL* HAT,F- CROWN TO STREE�-CROSSFALL: CURB GUi"fER-GEOMETRTES: MAi1NII3G WIDTH CROSSFALL IN- / pU'P-/PARK- HEIGHT WEDTH LIP HSKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT') (F'T� (FT) {FT) (n) --- ----- --------- ----------------- ------ ----- ------ ----- ------- 1 30.D 20.D 0.018/a.018/0.020 D.67 2.00 0.03�2 p.167 D.0150 GLOBAL STREET FE,OW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depthl -{Top-of-Curb1 2. (Depth}*{Velocity) Constraint = 6.0 (FT*F?'/5j *SIZE PIPE Wi�'H A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIS[7'i'ARY PIPE. * f YrY� 1� YrYi'Y!!� w YriF** **iYr1�l�**tk*t!*�kt** *#i *! tit * t#t #tttt!*t #it f t# ###f t# ## Yi * YyrYl�tf i Y FLOW PROCESS FROM NODE 120fl.OQ TO NODE 120�.00 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAi ME�`HOD YNITIAL SUBAREA ANALYSIS««< USER-SPECIFIED AUNOFF C�EFFICIENT = .5500 S.C.S. CURVE i3[JMBER {p,t+�C I�) = 88 INITIAL SUBAREA FLOW-LENGTH = 600.Q0 UPSTREAM ELEVATIpDI = 200.00 DOWNSTREAM ELEVATION = 180.00 EE,EVATION DIFFERE23CE = 20.00 � URBAid SUBAREA QVERLAND TTME OF FLOWIMINUTES) = 16.234 • *CAUTION: SUBAREA SLOPE EXCEEDS COi7NTY NOMOGRAPH DEFINITION. �XTRAPOLATION OF NOMOGRAPH USED. *CAUTION: SUBP.REA FLOWLENGTH EXCEEL}S COUNTX NOt+10GRAPH DEFINITIOi�3. EX'I`iZApOLATIOid OF NOMOGRAPH USED. 140 XEAR RAINFP.LL TNTENSITY ( II3CH/HOLFR} = 3. 45t SUBAREA RUNOFF(CFS) = 5.69 TQ'I'AL AREA{ACRES) = 3.OQ TOTAL RUNOFF(CFS) = 5.69 't*# k#M'**ii Y4Y�Y�Y� 1� t # ♦r # ♦r* *Y*y� y# Nyrt�.*'k'k*'k****�r**** # # ***** /rYr* *ir# 1r * �}1r1r *�k4tt*# #Yt} Y FLOW PROCESS FRp2+1 NODE 1201.00 'i`0 f�iODE 1205.44 I5 CODE = 51 -------------.._____--__--____------------------------------------------------- » » >COMPUTE TRAPEZOIDAI, CHANNEL FLOW« « < »»>TRAVELTIi�SE THRU S[TBAREA (EXISTING ELEMENT) ««< Ei,EVATION DATA: UPSTREAM{FEETj = 180.00 DOWNSTREAMfFEE`1') = 165.00 CHAI3DiEL L�NGTH THRU SUBAREA(FEET} = 500.00 CHANNEL SLOPE = 0.03pp CHANNEL BASE(FEETj = 5.00 'Z' FACTOR = 2.000 MANI3ING' S FACTOR = 0. 015 MAXIMUM DEP'i`Fi ( FEET} = 4. 00 CHAi�FNEL FLOW THRi] S�FBAREA ( CFS i= 5. 6 4 FF.OW VELOCI'I'Y(FEET/SEC} = 5.46 FLOW DEPTH(FEET) = 0.�9 TRAVEL TIME(MZN.) = 1.53 TC(MIN.) = 17.76 LONGEST FLOWPATH FROM NODE 1200.OD TO idODE 1205.00 =��00.00 FEET. ,�***�*���**,r*w********�***+**+**,.*x**,.«**,...***�*******+**:t>***++++*f..*w*** FLOW PAOC�SS F'ROLi NODE 1205.OD TO NODE 1205.40 25 CODE = B1 ------------------------------------------------------------------------------ »»>ADDiTTOFV OF SUSAR�A TO MAINLINE PEAK FLOW««< ---------------------------------------------------___________--__------------ -----------------------------�__-------------------------------------------- 104 YEAR RAINF'ALL iNTENSI'I'Y(INCH/HOUR1 = 3.257 iISER-SPECxFTID FtUNOPF COEFFICIEN't = .5500 . S.C.S. CLIRVE NUMBER (AMC II} = 88 SUBARF.A AFtEA (ACRES } � 9, 20 SUBAREA RLINOFF ( CF51 = 16 . 48 TO'rAL AREAfACRES} - 12.20 TDTAL RUNOFF{CFS1 = 22.18 TC (MIN) _ }.7 .76 --------------------------------�__..____-�_-__-_____------------------------ _--_-___�________------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA{ACRES) _ �2.20 TC(I+iIN.) = 17.76 PF.Ai[ F7�OW RATE ( CFS ) - 2 2. 1 B ----------------------------------___-____--_--------------------=------------- __----......______---------------------------------------------------------____-- END OF RATIONAL METHOD ANALYSIS 0 • ! BAs�N Zooi � � . ****+*r+r***x*�**w*r*>+*k+**�w**x**x****w**x**xx*��*******+**tr*ttttrr*++tyw RATIONAL METHOD HYDROE�pGY COMPUTER PROGRAM PACKAGE Reference: SADi DIEG4 COLFN'I'Y FLOQD CONTROL DISTRICT 1985,t981 HYDROLOGY MAIJUAL (c1 Copyright 19B2-2001 Advanced Engineering Software (aes) Ver. 1.5A Release DatE: O1/O1/2Q01 License TD 1509 Analysis prepared by: PROJECTDESIGfi CONSULTP.13`I'S 701 B STREET, SUITE 800 SAN DIEGO, CA 92101 {619) 235-6471 w*****w«w**«**«+.a*�+.**++** DESCRIPTION OF STUDY **w*wwa*w*«*x******s***+++ * MA55 GRADING HYDROLOGY * * SYSTEM 20D1 * * 100-YEAR HYDROLOGY: RISER DESIGN * *...****...xax**a*��****+�**.,*�***���***....*�..**��***,.**..+r*�..*�*.*,.«*t****«* FILE i3AME: C:\2244DB\SY200�DB.DAT TIME/DATE OF S'�'[TDY: 16:28 05/23/2002 USER SPECFFIEA HYAROF.�OGY AND HXDRACFLIC MODEL IPFFORM.�,TIdN: 1985 SAN DFEGO MANiJAL CRITERIA . CiSER SPECIFIED STORM EVENT{yEAR} = 1�0.00 6-HOUR DURA�'ION PRECIPITA�'ION ( It3CHES }- Z,$00 SPECIFEED MINIMUM PIPE SEZE(INCH} = 1$.p0 SPECIFIED PERCENT OF GRADFENTS(DECIMAII) TO LiSE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANIJAL 'C'-VALUES USED FOR RATIONAL METI-EOD NO3'E: QNLY PEAK CONFLUENCE VAL[iE5 CONSIDERED *USER-DEFINED STREET-SECTIOI3S FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CR055FALL: CLFRB GUTTER-GEOMETRIES: MANtdING WFDTH CROSSFALL IN- / OUT-/PARK- HEIGI-IT WIDTH LIP HIKE FACTOR N0. (FT) (FTi SIDE / SIDE/ WAY (FT} (FT) (FT) (FT) (n} _�� �W��� �������__ _________________ ______ __�_= _----_ _____ -__---- � 30.0 20.0 0.018/0.018/0.020 0.67 2.DD 0.0312 0.167 0.0150 GLOBAL STREE'I' FLOW-DEPTH CONSTRAINTS: 1. Relative Flaw--Depth = 0.00 F�E'T as {Maximum Allowable Street F].ow Depth) -(Top-of-Curb} 2. (Depth}*{Velpcityj Constraint = 6.D {�T*FT/S1 ' *SIZE PIPE WITH A FLOW CAPACT'TY GREATER THAN OR EQUAL TO 7'H� UPSTR�AM 'I`RZBUTARX PIPE. * *.*,.**.*....«*******.*,.,..****.****�„*«.,,.*******�**�*...*..*,«**.***+*,.�++�t��* FLOW PROCESS FROM NODE 2D01.00 TO NODE 2003.00 I5 CODE = 21 »»>RATIONAi, METHOD iN2TIAL SCFBAREA ANALYSIS««< ____..__�-------------__------------------------------------------------------- ---------------------------------------------------------------------------- SINGLE FP.3�ILY DEVELOPMENT Rl33VOFF COEFF�CIENT =.5500 50Ii CLASSIFICATION �S "D" • 5. C. S. Ci7RVE N7.iMBER {p,MC I I i = 88 � INITTAL SUBAREA FLpW-LFNGTH = 750.Q0 UPSTREAi+7 �LEVATTON = 445.�0 DOWNSTREAM ELEVATION = 430.flD ELEVATION DIFFEAENCE = 15.00 i7RBAN SUBAR�A OVERLAND TIME DF FLdW{MINUTES} = 21.520 *CAUTION: SUBAR�A FLOWLENGTH EXCEEDS COUNTY NOi+]OGRAPH DEFINITION. FX'I'RAPOLAi'ION OF NOMOGRAPH USED. lOD YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.878 SUBAREA RiTDIOFF(CFS) = 5.70 T'OTAI, A13EA ( ACRES )= 3. 6 0 TOTAL RTJNOFF ( CFS )= 5. 7 0 ,r*w**+*,r�*ww***,+w**ww******ww*rwvr*�*k���**,r,t,r*v.*,r*xx**,rr,tvr**,tv.w,r*******+*a** FLOW PROCESS FRflM NObE 2003.00 'i'O NQI�E 2003.24 IS CODE = 51 »»>COMPUTE TRAP�ZOIDAL CHAiJfIEL FLOW««< »»>TRAVELTIME THRiT SUBAKF�P. (EXISTZNG ELEA55ENT) ««< ---------------------------------------------------------------------------- ----------------------�____________.._.�_�_________________�_______---____---- ELEVATION DATA: i7PSTREAM{F�E�'} � 434.00 DQWNSTRF.AM(FEET) = 427.4a CHANNEL LENGTH �'HRU SUBAR�A(FEET} � 5D0.00 CHANNEL SLOPE = 0.4464 CHANNEL BASEIFEET) = 5.00 'Z' FAC�'Oit = 2.D00 T7P.NNING'S FAC'I`OR = 0.025 i+SAXiMUM DEP�'H(FEET} � A.OD CFfANNEL FLOW T'HRU SiTBAREA ( CFS }= 5. 7 0 FLOW VELOCITY(F�ET/SEC) = 2.31 FLOW DEPTH(FEET) = q.42 TRAVEL TIi4E(MTN.) = 3.61 Tc(MTN.J = 25.13 LONGEST FLOWPATH FROM NOD� 20D1.00 TO NOAE 2p03.20 = 1250.00 FEET. ** * * * * * * *,r# * *#**M�lrv.,r*irvc*�lr�lr#YrkMr�k,tYr1t*kYr� kx�lc*�1rVrirYrwir*vcYr�t�lr*iF �kvr�ki��k,rYrv.v.�lriF+Yr*#Yr###*ir �,v FLOW PROCESS FROM NODE 2003.&4 TO NOD� 2003.2� IS CODE = 81 • ---------------------------__--___-__--_____---------------------------_---____ »»>ADDITION QF SL3BAREA TO MAINLINE PEAK FLOW« «< __--------------------------------------------------------------------------- 100 YEAR RAINFALL �NTENSI�'Y(INCH/HOUR) = 2.604 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIEI3'I' _.5500 SOIL CLASSIFICATION iS "D' S.C.S. CURVE NUMBER {p,MC II) = 88 SUBAREA AREA{ACRES} = 7,0� SUBAREA RT]NOFF{�FS) = 10.02 TOTAL AREA(ACRESj = 1D.60 TOi`AL RUNOFFICFS} = 15.72 TCfMIN} = 25.13 ---------------------------------------------------------------------------- END OF STUDY SUMi�iARY: TOTAL AREAfACRES} = z4.60 TC{MIN.) = 25.13 PEAK FLOW RATE(CFS? � �5.72 ---------------------------------------------------------------------------- -------------�____�___�______________________.._..___________.�_�___..__.._w__�__ ---------------------------------------------------------------------------- ENi} OF RA�'IONAL METHOD ANAI,YSIS • � BASIN 2011 � � . �>*fr**+**�**+*+t++****+++i+t**t*+*t+xf***w*�xwww*w*�*f***w**��w�*�******w*+ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGrO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering 5oftware iaes) Ver. 1.5A fielease Date: 61/O1/2001 License ID 1509 Analysis prepared by: PROJECTDESIGN G023SULTPNPS '701 B STREE'F, Sf3ITE B00 SAN DIEGO, CA 921Q1 (619f 235-6471 4Y*Y#*******#*ityftt*ti#*• DESCRIPTIQN OF S`FUDY *****�*w**"�**�*****�***** * MASS GRADING HYDROLOGY * * SYSTEM 2011 * * 100-YEAR HYDRpLOGY: RISER DESIGN * t**r+rty.*tr**+++**�*�**+++ti*:*+r*r+++t+y.+**tstr*w*f+*+**►+***tr*+*�rww,rw,r,rvrt*� FILE NAh1E: C:\2244DB\SY�008DB.DAT TIME/DATE OF S�'UDY: �7:21 OS/28/2002 -------------------------------------------------------__-----___..__--_------- USER SPECIFIED HYDAOLOGY AND HYDRAULIC MODEL INFORMA`FION: ---------------------------------------------------------------------------- 1985 $AN DIEGO MANUAL CRIi`ERIA • USER SPECIFIED S'I'ORM EVENT(YEARi = 100.00 6-HpUR DURATION PRECIPITATION {I��HES) = 2.800 SPECIFIED MINEMUM PIPE SIZE{INCH} = 18.00 SPECTFIEI7 PE}LCENT OF GRADTENTS (DECIMAI�) 3`0 USE FQR FRIC'1'ION Si�OPE = fl. 95 SAN DIEGO HYDROLOGY MANTJAL 'C'-VALUES USED FpR RATIONAL METHQD I3pTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINEI3 STREET-SECTIpNS FOR CpUPLED PIPEFLOW AND ST1�E'i`FLOW MODEL* HALF- CR04JN TO STREET-CR055FAi,E,: CLTRB GUTTER--GEpME?'RIES: MANNTNG WID'i`H CROSSFALL IN- / OLFT-/PARK- HEIGHT WIDTH LIP I-iTKE FACi'dR NO. {FT) ,(FTj SIDE / SIDE/ WAY {FTj (FT} (FT} (FT) {n) 1 30.0 20.0 0.016/0.018/0.020 0.67 2.00 0.0312 0.167 0.0�50 GL4BAL STREET FLOW-DEPTH CONSTRAENTS: 1. Relative Flow-Depth = fl.00 FEET as IMaximum Allowable Street Flaw Depth} -(Top-of-Curb) 2. {Depth)*(Velocity} Constraint = 6.0 (FT*FT/Sf 'SIZE PIPE WITH A FLOW CAPAC3�Y GREATER THAN OR EQi3AL TO THE UPSTREAM �'REBUTARY PIP£.i s+++++*r*w***+r*f�rsrtt*�*t**r**rrr+*fw+xww*tr*r�r*�rwwtrvrwvr,tw�r**,t�,rv.***�*�***+,r** FLOW PROCESS FROM NODE 1Qd8.00 TO NODE 1008.10 IS COD� = 21 »»>RA'T`ZONAL k1ETHOD INIT�AL SUBARFA ANALYSIS««< . ---------------------------------------------------------------------------- SINGLE FAMILY DEVEi�OPM�NT RUNOFF COEFFICIENT =.5544 SOIL CLASSIFICATxON TS "D' • S.C.S. CURVE N[7MBER {AMC Sx) _ $8 � INITIAL SUBAREA FLOW-LENGTH = 1200.00 UPSTR�a.M ELEVATION = 428 . QQ DOWNSTREAM �LEVATION = 4Q5.00 ELEVA'TTON DxFFEI3ENCE = 23.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES} = 27.609 *CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION. EX�`RAPOLATION QF NpMOGRAPH iJSED. 100 YEAR R}12NFALL INTENSITY�INCH/HO[7R) = 2.454 SiTBAREA FtUNOFF' ( CF S) = 2 d. S 9 TOTAL AREA(ACRESI = 15.50 TOTAL RUNOFF{�FS) = 2D.89 --_____--------------------------------.._------_-__--_-------------------------__--_ ---------------------------------------------------------------------------- END OF S'FUDY Si7i+A7ARY : TOTAL AREA(ACRES) - 15.5D TCiMIN.} = 27.61 PEAK FLdW RATE(CF5) = 2a.89 -------------------___--________---------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END �F RATIOi�1AL METHOD ANALYSES • � � BASIN 4000 � � � �r+**t+rr*t*+**w:**ts*****t*�***t*+*++*t**+++tft*+s+++++rr*iww**k+*t*r***+a* RATIONAL METHOD HYDROLOGY COMPUTER P1�OGRP.i+S PACKAGE Reference: SAN D�EGO COUNTY FLOOD CONTROL DISTRFCT 1985,19$1 HYDROLOGY MANiJAL (c} Copyright 1962-2001 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 0�/O1/2001 License Ip 1509 Analysis prepared by: ProjectDesign Consultants 701 B SCreet, Suite 80Q San Diego, CA 92109 5�9-235-6471 *************�'********+** DESCRIPTION OF S'I'UDY +*+++++++fr**++trr*trr*wwwa : BRESSI RANCH - MASS GRADED COFVi3ET20N FOR DESELT BASIN " * SYSTEM 4000 - DESILT BASIN RISER PIPE DESIGN * ' 140-YEAR STORM EVEi�I'I': MASS GR.ADED 'C' VALLTE * +.+**�++.*+.+.**«t.***++.+....*..+..*+,.+.f+.**t«:«**.,.:*****t*+*..+t�*++**:**++t�++++ FILE NAME: SYS4DOO.DAT TI�lE/DATE OF STUDY: 16:40 05/29/2002 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC ASODEL ENFORi�7ATI0N: 19B5 SAN DEEGO M.a.FV[JAL CRITERIA USER SPECIFIEA STORM EVENT(YEAR) = ZQd.00 • 6-HOUR DURATIOI3 PRECIPITATION (INCHESI = 2.800 SPECIFIED MINIIfiTM PiPE SEZE{;NCHj = 18.00 SPECIFIED PERCEEVT OF GRADIENTS(DECIMAE,j TO U5E FOR FRICTION SLOPE = Q.95 SAN DIEGO HYDROLOGY MANUAL 'C'-VALLTES L35ED FOR RATIONAL METHOD NOTE: dNL,Y PEAK CONFLUENCE VALUES C4N5IDERED *USER-DEFZNED STREET-SECTIONS FOR COUPLEi3 PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-C�tOSSFALL : CURB GU'I"I'ER-GEOMETRIES : MP.NNING WFDTI-f CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIF�E FACTOR N0. [FTj (F�} SIDE / SIDE/ WAY {FTj (FT) {FT) {FT) (n} --- ----- --------- ---.._____--------- ------ ------- -----__ __----_ ------- ---- ----- --------- ----------------- ------ ----- ------ ----- ------- i 30.0 20.0 0.018/0.�18/0.020 a.67 2.00 0.0312 4.167 6.0154 GLOBAI� STREE'I' FLOW-pEPTH CONSTR.AINTS: 1. Relative Flow-17epth = 0.00 FEET as (Maxamum Allowable Street Flow Depth) - fTop-of-Curb} 2. (Depth}*(Velocity} Constraint = 6.0 (FT*F'i/S} *SIZE PIPE WETH A FLOW CAPACZTY GREATER '�FiAi�i pR EQUAL `I`O THE iJPS'I'FtEAM TR2BUTARX PIPE.* *++,r*ww**+**w*wx�r.+www�v,*vr***,r***�r*,r+*****,r***�******+*++**�**++***�*+****** FLC}W PROCESS FROM NODE 4001.00 TO NOA� 4006.20 zS CODE = 21 »»>itATIONAL METHOD �NITIAL SUBAREA ANALYSIS«« < USER-SP�CrFTED RUNOFF COEFFICIENT = .550D S.C.S. CURVE NUMBER (AMC II) = B$ INFTIAL SiFBAREA FLQW-LENGTH = 700.00 UPSTREAA4 ELEVATION = 415.Q0 DOWNSTREAM ELEVATION = 444.00 ELEVATIOI3 DIFFERENCE = 15.00 • URBAid SUBAREA OVERLAND TIME OF FLdW(MINLITES) = 20.317 � *CAUTION: SUBAFt£A FLOWLENGTH EXCEEDS COUN3'Y NOMOGRAPH DEFINITION. E3{TRAPOLATION OF NOMOGRAPH L7SED. 1Q0 YEAR RAINFALL I13TENSITY(INCH/HOURf = 2.966 suaaR� RurraFF cc�s) = 16 . s9 TQ'FAL AREA ( ACRES )= 10 . 10 TOTAL RU�iOFF ( GFS }= 16 . 59 END OF S7'UDY SiJbII�SARY : TO'i'A%, AREA{ACRES} = 1D.10 'PC{MIN. ) = 20.32 PEAK FLOW RATE(CF5} � 16.59 --------------------------------------------------------..__.._________-------- ---------------------------------------------------------------------------- EiJD pF RATIONAL METHQD ANALYSIS � • � BAS�N 5025 �� � � * * * * * * * � * f * * * f * * * * * * * * * k * * R * * * f w X f f * * k * * * * * f * * * * * * * f * # * t ! i # # t t Y Y f Y 1 * * f w f N w * * RATIONAL METHOD HYDROLOGY COMPU'PER PROGRAM PACKAGE Reference: SA23 DIEGO C4UNTX FLOOD CONTROL DISTRICT 1985,198i HYDROLOGY MP,rFUAL {c) Copyrigh� 19B2-2001 Advanced Engineering 5oftware {aesl Ver. 1.5A Release Date: O1/O1/2001 License ID 1509 Analysis prepared by: ProjectDesign Consultan�s 741 B 5treet, Suite B00 San Diego, CA 92109 6Z9--235-6471 ********'***************** AESCRIPTION OF STUDY www*w*w*�aa+.*****�******�+ * BRESSI RANCH - MASS GRADEi} DESILT BASIDi DESIGN * * SYSTEM 5425 I}ESILT SASIN * * 100-YEAR STORM - RISE3t PIPE bESIGN FLOW * **********+****,r*,r*w*�*kvr*+*�,r,r**+****,r�******�*********�******�******«,.*., �'ILE NAME: SYS5025.DAT TTME/T]ATE OF STUDY: 1b:23 45/29/2042 ------------------------------------------------------------------------________ USER SPECIPIEb HYDROLOGY AND HY�]RAULIC MOI7EE. I�7FOFtMATION: --------------------.._____�__..___..-----------------..--.._____--_..----------..-- 19$5 SAN DIEGp FSAN�3AL CRITERIA USER SPECIFIED STORM EVFNT{ygp,R} T 1p0.00 . b-HO[7R DURATIODI PRECIPITATION {�NCHESj = 2.8D0 SPEC�F�EI] �'f2NIl6[,ib5 PIPE SIZE ( INCH) = 18 .00 SPECIF'IED PERCENT OF GRADiENfiS{b�CTM1i.LJ Tp USE FOR FRxC7'201� SLOPE = Q.95 SAN B�EGO HYDROLQGY MP.13L3AL "C"-VAL[7ES USED FOR RATFONA,L METHOD NOTE: ONLX P�AK CONFLUFNCE VALUES CO1VSZDEREA *USER-DEFINEb S'i'REE'I'-SECTIOi�iS FOR COiTPLF�TJ PIPEFLOW AND STREETFLOW MODEL* HA.L�'- CROWN 'I'0 STRE�'T-CROSS�'AI�L : CfTRB G[TI'�'ER--GEOMETRIES : MANNING WIDTH CROSSFALL II+i- / OUT-lPARK- iiEIGHT WIIYPH LiP iiZKE • FACTOR � N0. (FT1 (�'Ti SI17E / SIDE/ WAX (�'T1 (FT) f�"I'i (F"I'} Sn) --- ----- --------- ----------------- ------ ----- ------ ----- ------- � �o.o ao.o o.oiaio.o�a�a.o2o fl.67 z.00 fl.o31z o.is� a.aiso GLOSAL STREET FLOW-DEPTH COidS�'RAINTS: l. Relative Flow-Depth = O.Q� FEET � as (Maxiinum A1Zowable Street Flow Depth) -{Top-of-Curb} 2. (Depth}*(Ve�ocityj Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACI�'Y GREATER i'HAN OR EQUAL 'i'd THE UPSTREAM TRYBUTARY PIPE.* �*++f+++*++*�*��***++++*+:+++�*++++++t*+****�+++*t+*++*�**+++tt****t�*+++*+* FLOW PROCESS FROM NODE 50Q1.00 TO NODE 5025.Q0 IS CODE = 21 ---------------------------------------------------------------------------- »»>RA'i`EONAL METHOD INITIAL $UBAREA ANAi,YSIS««� ---------------------------------------------------------------------------- USER-SPECIFIED RUNOFF COEFFICIENT = .5500 S.C_S. CURVE NL3MBER {p,MC I�} _ $g INI'i'�Ai� SUBAREA FLOW-Lr.NGTH = 80�.OQ UPSTREAM ELEVA7'IQi�F = 410.00 powrrs�r� Ez�EVArzorr = 3�6. o0 ELEVA'rION AZFFEfiENCE � 34.04 �� URBAN SUBAREA OVERL.�ND TIME OF FLOW(MINLITES) = 17.288 � *CAiTPION: SUBAREA SLOPE EXCE�DS COLi�i'TY NOMOGRAPH DEFINITION. EXTRAPOLATION OF N4MOGRAPH LiSED. *CAUTIpN: $i7SAREA FLOWLENGTH EXCEEDS COUDiTY 1VOMOGRAPH DEFINITFON. EXTRAPOFIATION OF NOMOG3�APH USED. 100 YEAR RAINFAI,L IN`i`ENSITY(INCH/HOUR) = 3.3�4 SUBI+�REA RUNOFF(CFSi = 35.18 TOTAL AREA(ACRES) = 19.30 TOTAL RUI30FFICFS} � 35.18 �ND OF STLTDY SiFNFMARY : TOTAI, AREA(ACRES) = 19.30 TCIMIN.1 = 17.29 PEAK FLOW RATE(CFS) = 35.19 ___--==�__���_____________________« ,�=�_T__����__,��R====-�_r�_=R-R��_����� -___----_---------------------------------------------------------------------- ---------------_-----------------------_--_-------______�_________�_ ___-------------- END OF RATIdNAL I4ETHOD ANALYSTS �J � v • BASIN 5036 � � . +t+fff*****tttt**r************t************w***�*+x****w**********:****�**** F?ATIONAL MET4i0D HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN l7I�G0 COUNTY FLpOD CON'I'ROL DISTRICT 1985,3981 HYDROLOGY MANT3AL (c1 Copyright 19$2-2041 Advanced Engineering Software {aesj Ver. i.5A Release Date: O1/D1/2001 License ID 1509 Analysis prepared by: ProjectDesign Consultants 7D1 B Street, Suite S00 San Diego, CA 921D9 619-235-6471 ++++t:****++*+*****«****** DESCRIPTION OF STLTDY ************************** * BRESSI �iF1NCH - MASS GRADED Si-IEET FLOW TO DESILT BASIN * * SYSTEM 5D36 DESILT BASIid * * 100-YEAA STORM EVENT: MASS GRADED 'C' VALUE WITH SHE�'T FLOW * ++*t*:*+**+*****«w*xfr*****w�i.***+****a.***�*******�i.*****i.****vri.i.*w,r*tvr**** FILE NAME: SYS5036.DAT TIME/DATE OF STUDY: 16:14 05/29/24�2 ----------------------------------------------------------------.._________.._ L3SER SPECIFIED HYDROLOGY AND HYI�RAULIC i�10DEL TNF'ORhSATIQN: 1985 5AN DIEGO �JAL CRITERIA USER SPECIFIED STORM EVF.NT(YF.AR) = 14Q.00 . 6-HOUR DURATIOAF PRECIPITATIOId {�NCHES) = 2.$00 SPECIFIEI} MINIMUM PIPE SIZE(INCH) = 18_0� SPECIFIED PERCENT OF GRADIEAiI'S{DECIMAL) TO USE FOR FRIC'1'20N SLOPE = 0.95 SAi�I DIEGO HYDRbLOGY MAI3iJAL '�'-VALTIES USED FOR RATIONAL ME'I'HQb NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *[3SER-➢EFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND S'I'REET'FLOW MODEL* 1YAUF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MP.Nt32NG W�DTH CROSSFALL IId- / OUT-/PAFtK- HEIGHT WIDTH I�IP HIKE FACTOR N0. {F�} (FT} SIDE / SIDE1 WAY {FT} (FT} (FT} (FT) (n) � 1 34.0 20.D 0.018/0.01$/O.a2Q 0.67 2.D0 0.0312 0.167 0.0150 GLOSAI� STREET FLOW-DEPTH COI3STRAINTS: 1. Rela�ive FJ.ow-Aepth = 0.40 FEE� as (Maximum Allowable Street �'low Depth} - STop-of-Curb) 2. (Depthj*(Ve�ocity} �pnstraint = 6.0 (FT"`FT/S) *SIZE PIPE WITH A F'LOW CAPACI'T'Y GFiEA'PER T'HAN OR �¢UAL, TO 'T'HE UPS'I'REAM TFtIBU7'AFtY PiPE. * *** ********,r*********w**,tvc�rw,r*v„t�***�***,rw,+w * r� w+**+*++**++t t f t t*+*** t+**++** FLQW PROCESS FRpM NOPE 5a��.aa TQ NQDE 5035.3D I5 CODE = 21 ----------------------__�_-------____----___--__--__------------------------------ »»>RATIbNAL METHOD INITIP.L SUBAAEA ANALXSIS««< __�___----------------------------------------------------------------------- ----------------------------------------------��__-------------------------- USER-SPECIFIED RUNOFF COEFFICIENT = .550� S. C. 5. C[TRVE NL7MBER ( AMC I I} _ $ 8 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 408.04 DOWNSTREAM ELEVATION = 370.00 ELEVATION DIFFERENCE = 38.00 .� URBAN SUBAREA OVERLAND TIME OF FLOW(MINU'i'ES) = 20.063 . *CAUTION: SLiBAREA SL4PE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NO�SOGRAPH USE1�. *CAUPION: SUBAREA FLOWLEI3GTH EXCEEDS COUNTY idOMOGRAPH DEFINITION. E}C'i`RAPOLATIdN OF NO2+IOGRAPH USED. 100 YEAR RAINFALL IN'FENST'PY{INCH/HpUR) = 3.011 SUBAREA RUNOFF(CF5) = 19.21 TOTAL AREA(ACRES) = ll.b4 TOTAL RUNOFF(CFS? = 19.21 ** * * * **'k*� *'k*'k'k�1rYtYr# ** *ti t f ## ##* �k f tttktk f *tk tk t f Yr Yr k*Yr **# � *** **** *'k** k* rilY'kN*YY�1F*V.Y�*� FLOW PROCESS FROM NODE 5036.30 TO NODE 5D57.D4 IS COflE = 51 ----------------------------------------------------------------------------- »»>COMPU'FE TRAPEZOTDAL CHAiQNEL FLpW««¢ »»>TRAVEL�IME THRU SUBAREA (EXYSTI23G ELEMEN�`j««< Ei,EVATION DA'I`A: UPSTREAM(FEET) = 370.00 D04JNSTREP.M(FEET) = 330.04 CHANNEL LENG'i'H TFiRU SUBAiZEA(FEET} = 80fl.00 CHANNEL SLOPE = 0.4500 CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 2.000 MANNTNG'S FACTOR = 0.015 MAXIMUM ]]EPTHfFEET} - 4.00 CHANNEL FLOW THRU SUBAREA(CFSj T 19.21 FLOW VELOCITY(FEET/SEC} � 6.94 FLpW DEPTH(FEET� = 0.18 TRAVEL TIME(MIN.) = 1.92 Tc(MIN.) = 21.98 LOAIGES'F FLOWPA'i'H FRdM PIODE 5036. fl0 TO NODE 5457 . 00 = 180D . DD FEET. •+t+t+atf+t+t**w*�**i.***+,tic*ir*�w+��+�**titr**+++++t*s*+ww**+ww*w**t*i.�***+**i.ir FLOW PROCESS FROM NOD� 5Q$7.00 TO NODE 5057.60 IS CODE = 81 ------------------------------------------------------------------__---------- »»>AI?DITION OF SUSAitEA 'PO MAINLIi�IE PEAK FLOW�«« 100 YEAR RAINFALL TNT�IVSITY{INCH/HOUR) = 2.83$ [iSER-SPECIFIED RUNOFF COEFF�CIENT = .5500 • 5. C. S. CURVE N[3MBER {p,MC T� )= 88 SUBAREA AREA ( ACRES )= 16 .� 0 SL7SAREA 32LTNdFF ( C F 5) = 2 5. 13 TOTAL A32EA(ACRESj � 27.70 TOTAL RUNOFF{CFS) = 44.34 TC (['fIN) = 21 . 98 END OF STUDY SUHII�IARY : TOTAL AREA(ACRES) = 27.74 TCfMIN.? = 21.98 PEAK FLOW RATE(CFS) = 44.34 END OF RATIONAL k4�THOD ANALYSiS CJ ,\ v � � BASIN 5037 � • * * * � � * * + # i W W * * W * w w * W * * * * k * * w * w * * * * � * * * * * * * * * * * * * * * * * * * * * * * � � f * * * * * * * * * * * * i w * RATIONAL METHOD HYDROLOGY COMPU'PER PROGR.AM PACKAGE Reference: SAN DIEGO COUN'i`Y FLOOD COAI'I'ROL DISTRICT 19 8 5, 19 81 HYbROLOGY MP.NiJAL (c) Copyright 3982-2007. Advanced Engineering Software (aes� Ver. 1.5A Release Date: O1/O1/200� License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 8d0 San Diego, CA 92101 (619} 235-6471 xw,r***+,r*fkw*w++rt:rt+*f** DESCRIPTION OF STUDY w*xx*�xxw*�W+.*�w,rr******** * BRESSI R�NCH - MASS GRADII3G DESILT BASIhI HYDROLOGY * * DESILT SASIN 5037 * * 100-YEAR STORM EVENT * *sw+**+rrttss***+t**ttt*f**+++t**r*�rwtiw*++y�r�r**rt**fr+xtr+trtfs**++*�r�+k***�i. FILE NAME: 5437.DAT TIME/DATE OF STUDY: 16:13 09/05/2402 ---------------------------------------------------------------------------- USER SPECI�'IED HYDROLOGY AND HYDRAULIC iy]ODEL INFORMATION: ---------------------------------------------------------------------------- 1985 5AN DIEGO MANUAL CRITERIA USER SPECIFIED STQRM EVENT(YEAR} = 1D0.00 . 6-HO{TR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 1B.D0 SPECIFIED PERCENT OF GRADIENTS(DECIMAL} TO USE FOR FRICTION SLOPE = 0.85 5A33 DIEG4 HYDROLOGY MANUAL 'C"-VALUES i75ED FOR RATIONAL METHOD I30TE : ONLY PF�K COI3FLUENCE �IALUES CONS IDERED *iiSER-DEFINED SiREET-SECTIONS FOR CQUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CRdSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUi'-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. iFT) (FT) SIDE / SIDE/ WAY {FT) (FTJ (FT] (FT} tn) 1 3Q.0 20.D 0.018/0.418/0.020 0.67 2.04 0.0312 0.167 0.4150 GLOSAL STREET FLOW-DEPTH CONS�'i�AINTS: 1. gelative Flaw-Depth = 4.00 FEET as (Maxa.mum Allowable Stree� Flow Depth) - iTop-o£-Curb) 2, {pepth}*(�7elocity) Constraint = b.4 iFT*FT/5j ''SIZE PIPE WI'FH A FLOW CAPACITY GAEATER THAN dR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************�**�**�*,r*�***********************+**,r**+***�*************�*** �'L,OW PROCESS FROM NODE 5037.00 TO NODE 5037.10 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ------___�------------------------------------------------------------------ ---------------------------------------------------------------------------- L3SER-SPECIFIED RUNOFF CbEFFICIENT = .5500 S. C. S. CURVE I3CTMBER ( AMC I I) = 8 B INITIAL SUBAREA FLOW-LENGTH = B00.00 UPSTREAM ELEVATION = 355.00 DOWNSTREAM ELEVATION = 335.00 ELEVATION DIFFERENCE = 2D.44 � URBAN SUB�REA OVERLAND TIME dF FLOW(MINUTES) = 20.532 � *CAUTIOi3: SUBAREA FLOWL�NGTH EXCEEDS COLTI3TY NONSOGRAPH DEFINITION. �XTRAPOLATION OF iddMOGRAPH T35ED. 1Q4 YEP.R RAINFALL INPENSITY{INCH/HOUR} � 2.957 SUBAftEA RUNOFFfCFS1 = 4.07 TOTAL AREA{ACRESf = 2.50 TOTAL RUNOFF(CFS} = 4.D7 Ei�FD OF STUDY SUi+Il�fARY : TOTRL AREA{ACRESi = 2.50 TC([�4IN.) = 2Q.63 PEAK FLOW RATE(CFS} = 4.07 END OF RATIONAL METI-14A AI3ALYSIS . � � BASYN 5050 � � � ♦r�*#+s*+t+*t*tt****t*�t***t*s**r**+*++**********t**�*f**+**ft*+++++*fr*#*w* RATIONAL METHOD HYDROLQGY CQMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUN"I'Y �'LOOD CON'I'ROL i7ISTRICT � 9 B 5, 19 81 HYDROIAGY NlAPi[JAL (c} Copyright 1982-2001 Advanced Engineering Software (aesl Ver. 1.5A Release Date: 01/Ol/2001 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite B00 San Diego, CA 92109 619-235-6471 *t++**++++*+*****«w*w,r+��w DESCR3PTION OF STUDY ***+*wx**********r****+*+* * BRESSI RAPICH - MASS GRADED COND3TIONS * * SYSTEM 5050 - DESILTING BASiN R�SER FLOW * * f00-YEAR STOFtt�i: MASS GRADED SHEETFF.C)W TO DESILT BASIi�i * �t**t**+.******,,,.,.,.*.*.�*.......+,**k*.....�z*,.....**********�*�*,....z*..�.«,.,.*«** FILE NAME: C:1aes2001\hydrosftlratiscx\Sys5050.da� " " " " " " TIME/DATE OF ST[3DY: 16:08 05/29/2Q02 USER SPECIFIED HYDROLOGY Ai�iD HYDRAULIC M4DEL INFORMATZON: f965 SAN DIEGO 2�FAi�FiJP.L CRETERIA USER SPECIFIED STORM EVENT(YEAR) = 100.04 � 6-HOUR DiJRATION PRECIPITATION (INCHES) = 2.800 SPECIFIED i4It3IM[FM PIPE SIZE { rNCH} = 18. 40 SPECIFIED PERCENT OF GRADIEN�`SIDECI[�4AI�) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANTJAL 'C'-VALUES USED FOR RATIOAIAL METHOD NOTE: OI3LY PEAK COI3FLUENCE VAi�UES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFI.OW MODEL* HALF- CROWN TO S'FREET-CROSSFALL: CUdtB GUTTER-GEOMETRIES: MAI�33ING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HI3fE FACTOR NO. {FT} (FT} SIDE / SIDE/ WAY iFT) (FT) {�y {F�} (n) 1 30.0 20.D 0.018/0.018/0.020 0.67 2.00 0_D312 O.i67 0.0150 GLOBAL STREE'I' FLOW-AEPTH CONSTRAINTS: 1. ReJ.ative F�ow-Depth = a.00 FEET as (Maximum Allowable Street Flow Depth) -- ('I'op-of-Curb} 2. (bepth}*{Ve�ocity} Constraint = 5.0 (PT*FT'/S) *SiZE PIPE W�?'H A FLpW CAPACITY GREA'I'ER THAN OR EQUAL Tp `i'HE UPSTREAS7 TRIB[Ji`AI3Y PiPE. * +++�****,r*y�,r�>*r****:*v.*��r,�rrw,r*>*w**��rr�+*,r,r,tww�+*+++**r++*y:try.r***f*++rt+ PI,QW PRpCESS FROM NQDE 5050.00 TO NODE 5055.00 IS CODE = 21 »»>RA'f`IONAL ?�1ETHOD TNITIAL SUBAREA ANALYSTS«c« ---------------------------------------------------------------------------- EJSER-SPECIFIED RUNOFF COEFFICIENT = .5500 S.C.S. CURVE Ni7MBER (AMC I11 = 86 INITIAL SUBAREA FLOW-LENG'i`H = BOD.OQ UPSTREAM ELEVATION = 448.00 DOWNST3�2EA�f ELEVATIOI3 = 3 6 B. 0 0 ELEVATION DIFFERENCE = 40.00 � URBAN SUBAREA OVERLAND TIME OF FLOW(MINLi'I'E5i = 16.376 . *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFII3ITION. �XTRAPOLATIOI3 OF NOMOGRAPH USED. �CAUTION: SUBAREA PLOWLENGTH EXCSEDS COUNTY NOi�'fOGRAPH DEFINITION. £XTRAPOF�ATION OF NOMOGRAPH USED. 104 YEAR RAINFALL INPENSITY�INCH/HOUR) � 3.432 Si3SAitEA RUNOFF(CFSi = 12.27 TOTAL AREA(ACRES) = 5.5D TOTAL RUi�IOFF(CFS) = 12.27 �NA OF STUDY SUi+II�7.ARY : TOTAL AREA{ACRES) = 6.5D TC(M�N.1 = 16.38 PEAK FLOW RATE(CFS) = 12.27 EN� OF RA'I'IONAL METHOD ANAIa7CSIS L � u � SASIN 5074 � �� � ++++*�aa+*w++*�s**�w**+*******+*+****wx+********�+*w�****>**+**rw*+***«*�+*� RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CON'PROL DISTRICT 1985,1981 HYDAOLOGY MAN[TAL (c} Copyright 1982-2001 Advanced Engineering Softiware (aes) Ver. 1.5A Release Date: O1/O1/2001 License ID 15Q9 Analysis prepareci by: ProjectDesign Consultants 7q1 B Street, Suite S00 San Diego, CA 92109 519-235-6471 *::*�+.*r*+f*w**+.***i+*s*** bESCRIPTION �F STUDY ��++tw*w**a#*+++*«xk+***** * BRESS� RANCH - l4P.SS GRADED CQNDITIONS * + * SYSTEM 5074 DESILTING BASIN * 100-YEAR STORM EVENT: t�L�SS GRADED 'C' VALUE * **..*****+�:+«,.**�i****«+**,r*«�i+**��**+*.+***,.**�t++***,.***.f�*fk*****v.*tt+ FiL� PIAME: SYS5fl74.DAT TIME/DATE OF STi3DY: 14:28 Q5/29/2D02 ----------------------- USER SPECIFI�D HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 $AN DIEGO MANUAL CRITERIA USEFt SPECIFIED STORM EVFNT{ygARj = 100.00 • 6-HOUR DURATION PRECIPITATIdN (INCHES} = 2.800 SPECIFIED MINIi�1LTM PIPE SIZE(INCH} = 18.00 SPECIFIED PERCEN'F OF GRP.DiENPS(DECiMAI�) TO i1SE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY M,AN�t7AL "C'-VALi7ES USEI} FOR RATIONAL METHOD NDTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFYNED STREET-SEC�`IpNS FOR COUPi,ED PIPEFLOW AND STREETFLOW MODEE�* HALF- CR04J�3 TO STR�E'f`-CR055FALL: CURB G[i'i'�`ER-GEOM£TRIES: MANNING WID'I`H CROSSFALL Ifi- / OUF-/PARK- HEIGH'i' WIDTH LIP HIKE FAC'i'OR NO. (FT} {FT) SIDE / SIDE/ WAY (FT} (FT) (F"P} {FT} (n} i�30.o J zo.o o aieio olsio azo 0.67� 2 00 0 o�i2 o.i6� a.0150 GLOSAL STRE�'I' FLOW-DEP'i'H CONSTRAINTS : 1. Relative FioW-��tn = o.aa FEET as (Maximum Allowable Stireet Flow Depth} -(Top-of-Curb} 2, {Depth)*(Velocityl Constraint = 6.0 [FT•FT/S} *STZE PIPE WYTH A FLOW CAPACITY GREATER TIiAN OR EQUAL TO THE UPSTR£P.M TRIBfJTARY PIPE.* *i.**wr+*****irvr++*x++*r*i.***+**+**,r*,r+**rw*�**ss*tw*k*+.vrw+*w++**,t,rrr+t****r*+ FLOW PROCESS FROM NODE 5074.00 TO NODE 5Q74.1Q IS CdBE = 21 --»»>RATIOAIAL METHOD INITEAL S[JBAREA ANAi�YSIS««< iiSER-SPECIFTED FZUNOFF COEFFICIEN'I' � .5504 V S.C.S. CURVE NiJMBER (AMC II} = 8$ INITxAL SUBAREA FLOW-LENGTH = BOO.OQ UPSTFtEA3�1 ELEVATION = 322.Oa D{3WNS'TREAM EL�lATION = 2 7 5. 0 0 ELEVAT`ION DFFFERENCE = 47.04 � URSAN SLTSAREA OVERLAND TIME OF FIAW(i+fINUTESi = 15.519 � *CAUT�ON: SUHAR�A SLOPE EXCEEDS COUAI'I'Y NOMOGRAPH DEFINITION. EX'�RAPO%ATION OF NONiOGRAPH iJSED. *CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUAITY NOMOGRAPH DEFINITION. EXTRAPOLA'FION OF NOMOGFiAPH USED. 100 Y£AR RAINFALL INTEN$ITY(INCH/HOUR) = 3.553 SUBAREA RUNOFF(CFSj = 7.4.27 TOTAL ARFA(ACRES) = 7.30 TOTAL RU[QOFF(CFS) = 14.27 ________..___---.._�_�___�---------------------------------------------------- -------------------------------------------------------------------------__-- END OF STLTDY 5[3[�A7ARY : TOTAL AREA{ACRE51 = 7.30 TC{MIid.J = 15.52 PSP,K FLOW RATE(CF$) = 1A.27 --------------------------------------------------------------__.._..---------- ---------------------------------------------------�_________----------------- EI�iD OF RATIO13AL M��'HOD ANALYSIS e � • L,J BASIN 5486 � � � ****+t*��wwx*****�***w**wxx***�����*�+**x�*r�******+***t++i+**+w�w+��W�+ww** RATIONAL METHOD HYDROLOGY CO�fPUTER PRpGRAM PACKAGE Reference : SAN DIEGO COCTPI'I`Y FLOOD CONTROL DZSTRICT 1985,1961 HYDROLOGY MAN[JAL (c) Copyright 1982-2001 Advanced Engineering Software faes} Ver. 1.5A Release Date: 41/O1/2001 License ID 1509 Analysis prepared by: PrajectDesign Consultants 7a1 B Street, Sui.te 804 San pi.ego, Ca. 92109 6].9-235-6471 �+.x**�****+*******+***�*+ D�SCRIPTION OF STUDY .*.,.,.*.**,.,.,.,.**,.***�«*+*t. * BRESSI RANCH - MASS GFt.A.DED CONDITION * * SASZN 5486: RTSER PTPE DESTGN FLOW * * 100-YEAA STORbi EVENT * *��t+*++**++*r�**f*.+***++,rfrr*++.{+�+t+iri+t+�*++*++*�*++++.*****w�.***** FILE NAME: SY55086.DAT `i'IME/DATE QF STLTDY: 15:05 06/07/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC �tODEL INF4RMATION: ----------------------------------------------------------------------------- 1985 SAN DIEGO MPN[JAL CRITERIA USER SPECIFIEf) STORAi EVENT(YEARi = i00.00 � � b-HOLTR DLTRATION PRECIP�TATION ( IiVCHES )= 2. B00 SPECIFIED MINYMUM PIPE SYZE{INCHi = 18.40 SPECIFIED PERCENT OF GRADIENTSfDECIMALj 'd'p U5E FOR FRICTTON SLO�E = Q.85 SAN DFEGa HYDF20LOGY MANUAL "C"-VALUES [35ED FOR RATIONAL METHOD NO'FE: QNF.Y PEAK CONFLUENCE VALi7E5 CONSIDERED �USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW P,ND STREETFLOW MQDEL* HP.LF- CROWN TO STREET-CROSSFAI,L: CURB GiJTTER-GEOMETRIES: MANNING WIDTH CRQSSFALL IN- / 013T-/PAR�C- HEIGHT WIDTH LIP HIKE FACTOR N0. {FTj (FTj SIDE / SIDE/ WAY (FTj (FT} (FT} (FT} (n} --- ----- --------- ----------------- ------ ----- ------ ----- ------- --- ----- --------- ----------------- ------ ----- ------ ----- ------- 1 30.0 20.0 Q.O18/0.018l0.620 0.67 2.00 fl.0312 0.167 0.0150 2 50.0 35.D 4.020/0.020/0.020 0.67 2.00 0.0312 0.157 0.0150 3 10.0 5.0 0.001/0.001/ --- 0.50 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLbW-DEPTH CO[dSTRAiNTS: 1. Relative Flow-Depth = 0.40 FEET as (Maximum Allowable SCreeti Flow Depth} - fTop-of-Curb) 2. (Deptih)*IVe3oci.tyf Cons�rainti = 10.D (FT*FT/S} *SIZE PIPE WITH A FLOW CAPACI'i'Y GREATER THP�I OR E453AL TO TfiE UPSTREAM TRIBUTARY PIPE.* „**x*****+.*,.*�*x�*���,.*«**.*��******+**+�+*****�**..**««*****»*�****++�**** FLOW PROCESS FROM NODE 5a86.10 TO i30DE 5486.24 I5 CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INI'i`IAL SUBAREA ANALYSIS««< ---------------_----___------------------------------------------------------ ---------------------------------------------------------------------------- USER-SPECIFIED RUNOFF COEFFICIE33T = .4500 5. C. S. CT3RVE NTJt�4SER {AMC I I} = 87 NATURAL WATERSHED [dOMOGRAPH TIME OF CONCE[d`i`RATION {APPENDIX X-A) WITH 1Q-MINUTES ADDED = 11.D8[MINi7TE5) • INITIAi� SUBAREA FLOW-LENGTH = 370.40 � OPSTREAM ELEVATTON = A10.00 DOWNSTREAM ELEITATION = 270.OD ELEVATION DIFFERENCE _ �40.00 100 YEAR RAINFALL IN'i'ENSI'I`Y ( INCH/HOUR) = 4. 41b SUBAREA RUNOFF(CFS1 = }�.99 TOTP.L AREA(ACRES) � 1.40 TOTAL RUNOFF(CFS1 = 1-99 ++++++,.++**.******.**..+.***,.t�.,.,,.��....,a**.*.,**�**+***�a+*��*,.,.a+.*..,*,.«*.*+ FLOW PROCESS FROM NODE 5086.20 TO i�FODE 5086.30 IS CODE = 51 ----------------------------------------------------------------------------- »»>COMPUTE TFtAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTXME THRiT SUBAREA (EXISTIDTG ELEMENTi ««< ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 270.00 DOWNSTRE.�M(FEE'i`) = 240.00 CHANi�iEL LENGTH THRiJ SUBAREA{�'EET) = 300. QO CHANi�IEL SLOPE = 0.100fl CHANI3EL BP,SE(FEET) = 5.00 "Z" FACTOR = 3.OQ0 3�SANNIiJG'S FAC�'OA = 0.035 MAXIMUM DEPTH;FEET) = 2.00 CHANNEL FLOW `F'I-iRU SiFBAREA(CFS) = 1.99 FLOW VELC)CITY(FEET/S�C} = 3.11 FLOW DEP�'Ii(FEET) = 0.32 TRAVEL TIME(MIN.) = 1.61 Tc(MIN.) = 12.69 LONGEST FLOWPATH FROM NODE $086.10 TO NODE 5086.30 = b70.00 FEET. +*,r**+,r***+****��rrv.*wti..+f.t.�i.*....****rt+t:s**++*t*+ttr*+***ts+tt*r++++t.r FZ,OW PROCESS F'ROM NODE 508b.30 TO NODE 54$6.34 IS CODE = SZ ----__------------------------------------------------------------------------ »�»ADbI'I'ION pF SUBAREA TO MAINLINE PEAK FLOW««< -----------------------------------------------------------_...._-----------____ ------------------------------------------------------------------------------ 100 YEP,1� RAINFAi,L IN'I`ENSITY{INCH/HOUR} = 4.447 i1SER-SPECIFIED RiR30FF C4£FFICIENT = .4500 S_C.S. C[3RVE NLTMBER (AMC II} = 87 • StJBAi2EA AREAfACRESi = 4.50 SUBAREA RUNOFF(CF5) = 8.19 TO'T'AT� AFtEA{ACRES) = 5.50 TOTAL RUNQFF{CFSi = 1d.18 rC(Mxr�� = 1z.69 *****w*****�«��****,.*,.**..*,.�***+*+*++��*����***��*�tt+***f***�*�*t**t*ttt�� FLOW PROCESS FROi�7 NOiIE 5086.30 TO �]ODE 5086.46 IS CODE = 3� _----___----------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUHA.t2EA« «< »»>USING C�MPUTER-ESTIi+L�'i'ED PIPESIZE INON-PRESSURE �'LOW) ««< ---------------------------------------------------------_________w_---------- ---------------------------------------------------------------------------- ELEVATTON DA3`A: i}PSTREAM(FEET) = 240.00 DOWI3STREAM{FEET} = 22Q.00 FLOW LENGTH{FEETi = 600.00 MP.NNING'S N= D.013 , ESTIMATED PEPE DIAMETER(INCH) INCREASED TO 18.Ofl4 DEPTH OF FLOW I�F 18.4 IIdCH PIPE IS 9.8 INCHES PIPE-FLOW VELOCITY{FEET/SEC.) = 10.36 ESTIMATED PIPE DIAMETER(INCHj = 1B.00 NUN4BER OF PIPES = 1 P�PE-FLOW(CFSi = - 10.18 PIPE TRAVEL TIME(MIN.) = 0.97 TCIM3N.) = 13.65 LONGEST FLOWPATH FROM NODE 5D66.10 TO NODE 5486.40 � 1270.Q0 FEET. tltYr i**ti*** ** Yr *Y� Y� f k YrYr Yr iF ** Y� * Yr Yr f Yr * f Yr **Y� i! �k **Yr1r * iF *YrYr *Yr **i***i# *** i* �**##�#f *i�#4 Fi,OW PROCESS FROM NODE 5086.40 TO NODE 50B6.40 I5 CObE = 81 -------------------------------------------------------------_-__-__--------- »»>ADDITION OF SUBAREA TO MA�NLINE PERK FLOW� «« l0a YEAR RAINFALL INTENSITY[INCH/HOURJ = 3.850 USER-$PECIFIED FtiJDiOFF CdEFFICIEN`i = .4500 S. C. S. CURVE NLR+IBER {p.MC I I} = 87 � SdJBAREA AREA ( ACRES i= 11 . 00 SUBAREA Ri.7IdOFF { CF5 }= 19 . 11 TOTAL AREA(ACRESf = 16.50 i0'FAL ftUNOFF(CFSj = 29.29 • TC (N3TN} � 13 . 65 � # i # i * t Y # * i i t t * y * t � y � * i � � M # * * # * 1 i f } * f f * i * # fi t * * t t k * * * * k * k * * * * t # # ! Y W i # } * * * * * * * * FLOW PROCESS FROM NODE 5086.40 TO NODE 5085.50 IS CdDE = 31 -----------------------------------------------------------�__-------------- »»>COMPU'PE PIPE-FLOW TRAVEL TIME THRU SiiBAREA««< »»>IJSING COMPU'iER-ESTIMATED PIPESIZE (NOPI-PRESSURE FLdWf ««< ELEVATIpN i�ATA: UPSTAEAM(FEET) = 220.00 DOWNS`�`REAM{FEETj = 205 00 ��,ow z���rc�rH c���� }= 3 a a. o o r�.xrrzrrG � s�r = a. o i 3 DEPTH OF FLOW iN 21.0 INCH PIPE iS 15.5 I[dCHES PIPE-FLOW VELOCITY(FEET/SEC.J = 15.36 ESTIMATED PIPE DIAMETER{INCHj = 21.00 [Q[JMBER QF PIPES = 1 PIPE-FLOW(CFS) = 29.29 PFPE TR.AVEL TIME{MIN.) = 0.33 Tc{MIN.} � 13.98 LONGEST FLOWPATH FRQM NODE 5086.10 Tp NODE 508b.50 = 1570.00 FEET. +*++*t+*t+*********fsf+****�t+�rw�rr+y�ar+a+t�t�*********w*w***r****+t*�***rt FL04+1 PROCESS FAOM NODE 5086.50 TO [dODE SOSb.SQ IS CODE = 81 ------------------------------------------------------------------------------ »»>ADDITION OF SUSAREA T� MAIidLINE PEAK FLQW««< __---_-__-_----_-----------------------------------------------------------_------ -----------------------------------------------------------..__-------------- 1Q0 YEAR RAINFALL INTENSITY{INCH/HOUR) = 3.8d2 � USER-SPECI�IED RUNOFF COEFFICIFid'i' _ .5500 S.C.S. CURVE NUMB�R (A�]C II) = 8$ SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS? = 14.fi4 TOTAL A�tEA(ACRES) = 23.54 TOTAL AUNOFF{�F5) = 43.42 TCSMIN) = 13.98 **.�.,��..�*,.��********«..****�*+�***+*�+*+�**�t+**********.x�**��*��**+***�* F�.OW PROCESS FROM NODE 5086.50 TO NQDE 5086.60 IS CODE = 31 � ------------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THAU SUBAREA« «¢ » »>USING CbMPUTER-ESTIMATED PYPESIZE (NON-PRESSURE FLOW) « « < ELEVATIOi�I DATA: UPSTREAM{FEET} = 205.04 DOWNSTREAI�(FEET) = 200.60 FLOW LENGTHIFEET} = 150.40 MAN[dING'S N= 0.013 DEP'I`H OF FLOW �N 27.0 INCH PIPE IS 19.0 INCI-IES PIPE-FLOW VELOCI3'Y{FEE`F/SEC.� = 14.70 ESTEMATED PIPE DIAMETER(FNCH} = 27.OD NUMBER OF PIPES = 1 PIPE-FLOW(CFS} - 43.92 PIPE TRAV�L '£ZME(MIN.) = 0.37 Tc[MIN.j = 14.15 LONGEST FLOWPATH FROM NODE 'S086.Z0 TO NODE 5086.60 = 1720.00 FEET. ,�*�+t�++*�tt.***+.,r�********..,..*�.,..*.*,.,.+***++********+�**+++t�.****+**�.++ FI,QW PROCESS FROM NODE 5086.60 'i'0 i�IODE 5066.60 IS CODE = 81 -------------------------_--___----------------------------------------------- »»>Af?DITION OF SUf3AREA TO MAINLZNE PEAIC FLOW««< 100 YEAR RAINFALL INTE3VSTTY{INCH/HOUR} = 3.772 USER-SPECIFIED RUNOFF COEFFICIEN`i' _ .5500 S.C.S. CURVE NUMBER fAMC �T) = 88 SLiBAREA AREA(ACRES} = 3.90 SUBAREA RUNOFF(CFS) _ $.09 TOTAL AREAfACRES? = 27.40 TOTAL RITNOFF(CFS) = 52.01 `I'C (MIN) = 14. i5 *+***+****+++**�*****+*****...�....*.***.,+t****+++++++�*�+**�*�***+W���++�* FLOW PROCESS FROM N4DE 5086.60 TO NODE 5090.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FiOW TRAVEL TIME TMRU SUBAREP.« «< » »>USING COMPUTER-ESTIMATED PIPESIZE [NOT3-PRESSURE FLOW} « « < � ------------------------- � ELEVATION DATA:.UPSTREAM(FEETj = 200.0� DOWNSTREAM(FEET} = 19$.00 FLOW LENGTH(FEET) = 50.00 MAAiidING'S N= 0.013 DEP`L`H OF FLOW IN 27.0 INCH PIPE IS 20.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.28 ESTIMATED PIPE DIAMETER(INCH} = 27.00 HiJMBEK OF PIPES = 1 PIPE-FLQW(CFSj = 52.01 P3PE TRAVE� TxME[M�N.} - 0.05 TC(MIN.} = 14.20 LONGES� FLOWPATH FROM NODE 5486.10 TO NODE 5090.40 = 1770.00 FEET. _______�-------------------------------------------------------�____-_-_---- ---------------------------------------------------------------------------- END OF STUDY SUrR�ARY: �OTAL AREAfACRE5) = 27.40 TC(MIN.} = 14.2Q PEAK FL04J RATE{CFSj = 52.01 ------------------------------------------------....__.._----------------------- -----------------------------------------------------------_------------------ END OF RATIONAL ME'£HpD ANALYS�S 0 � � C� BAsnv 6000 � � � +**�++f+a+�t��*+�*��++tt*�*�it�Y****+*taxs�x*xwra*yx+*xttx+*xx��yy��r��aaiix RATIaNAL i+lE'I'k30D HYDROI.OGX COMPUTER PRpGRAM PACKAGE Reference: 5AN DIEGO COUNTY FLOOD CONTROL DISTR�CT 2001,1985,1981 }iYDROLOGY MANUAL (c) Copyright �982-2002 Advanced Engineering Software faesl Ver. 1.5A Release Date: O1/al/2002 License ID 1509 Analysis prepared by: PrvjectDesign Consul�ants 7Q1 B Street, Suite 804 San Diego, CA 9210� �..*�.v.+ti+*+.+++*+++++tt*++ DESCRIPTI�N OF STl3DY ***"**********"**+++�*+�++ * BRESSI R.ANCH - EL FUERT£ ROADWAY * * SYSTF.I�f 6000: OS-3, PA-13 MASS GRADE DESILT SASIN RISER DESIGI3 * '� 1 Qa-YEAR STORM EVEN'f : CLEARED AND GRP.DED ' C' VALL3E * **f *Y�i�l�ki YYYf fYi**t#t* *i*ti *� i� w Yr � Y� i� iM1r'k k* Ir�M ikYriFW f kYr*** *!iF*Yri� f kYr}YriM #�FM *i� iktM i k�lr FILE 13AME: 13256DB. DA'i' TIME/DATE OF STUDY: �4:04 12/23/2002 -----------------------------------------------------------_____--_------------ USER SPECIFIED HYDROLOGY AND HYDR.A[JT,�C MODEL INFORMl�T10N: 1985 5AN DIEGO MAfIUAL CRITERIA USER SPECIFIED STORM EVENTfYEARi = 140.00 . 6-HOf3R DiJFtATION PRECIPITATION {iNCHES} = 2.SD0 SPECIFIED �SINIMLTI�S PIPE SIZE(INCH} = 18.00 SPECIFIEI? PERCENT OF GRA]]IENTS {(7ECIMAL) TO iJSE �'OR FRICTIQN SLQPE = 0. 85 5AN DIEGO HYDAOLOGY MANUAI. 'C'-VALUES USED FOR RATipNAL METHOD NOTE: ONLY PEAIC CONFLUENCE VALUES CONSIDERED *i7SER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW ANi7 STREETFLpW MOI7EL� HALF- CROWI+I TO STRE�T-CROSSFALL: CURB GL11'7'ER-GEdMETRIES: MANNING WIDTH CROSSFALL IN� / 4UT-/PAitK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT} iFT) SIDE / STl]E/ WAY {F'I�? [F'T) {FT) {FT} {nj ---- ----- --------- ----------------- ------ ----- ------ ----- ------- --- ----- --------- --------_____------ ------ ----- ------ ----- ------- 1 30.0 20.0 0.018/a.018/0.02D 0.67 2.00 4.0312 O.Z67 O.Q150 2 37.0 32.0 0.020/Q.Q201 --- 0.67 2.00 4.0312 O.I67 O.Q150 GLOHAL STRE�T FLdW-DEPTH CONSTRAINTS: I. Relative Flow-Depth = 0.00 FEET as {Maximum Allowable Street Flow Depth) - lTop-of-Curb) 2. (Depth}*(Velocityy Constraint = 10.4 (FT*FT/S) "SIZE PIPE WITfi A FLOW CAPACITY GREATER THAN QR EQUAL TO THE iiPS'i'REAA7 TRIBUTARY PIPE. * fi.a�a+titti+**++��+y**xx**:+*�a�*a**r*w�+�**+rrr�****�*r**w****k���►++rw���xxx FLpW PROCESS FROM NODE 60fl1.OD TO NODE 6002.D0 IS CODE = 21 ....------___-__---------------------------------------------------------------- »»>RATIONAL ASETHOD INITIAL SLTBAREA ANALYSIS«��< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- OPEN SRUSH k'ASR COVER RUNOFF COEFFICIENT =.4500 SOIL Ci,A55IFICATTON IS "D" S.C.S. CURVE NCTMBER (AMC I1) = 83 NATURAF� WATERSHED NOMOGRAPH TIM�'OF CONCEN'I'RATION ;APPENDIX X-A) WI'FH 10-MINUTES AD17EI] = 10 .88 (MTNUTES) . INITIAL SUBAREA FLOW-LENGTH = 220.00 • �PSTREAM EL�VATI�N = 400.0� DpWNSTREAi�7 ELEVA`P�ON = 35�.40 ELEVATION DIFFERENCE = 50.40 NATUi2AL WATERSHED TZME OF CONCENTRATION = 10.68 100 YFAR RAINFALL INT�SI7`Y ( INCH/HOUR] = 9.468 SUBAREA RUNOFFfCFS} - D.40 TOTAL AREASACRES� = 4.20 'PO'TAL RUNOFF{CFSi = 0.44 +***r+�+++�*��*��+�,t+a+a�r+i*rt*txa**x►*�*+�,r+rttt*r*it+i�*t+**wrt**wwx�+***+�i. FLOW PRpCESS FROM T30DE 5402.00 TO NODE 6003.00 IS CODE = 51 »»>COMPUTE 'FRAPE20IDAI, CHANNEL FL4W««< » » >TRAVET,TIME THRU SUBARFA (EXISTING ELEMENT} «« � ELEVATIONYbATA� UPSTREAM(FEET)`�" ^'350 00 DOWNSTRF.AM(FEET) = 270.00 Cf 3J�NNEL LEI3GTii 'i'HRU SUSAREA ( FEET )= 7 00 . 4 Q CHAPFNEL SLQPE = 0. 1143 CHANNEL BASEfFEE'I`) = 1.00 "Z' FACTOR = 1.fl40 M.�NNING' S FAC'1'OR = Q. 040 MAXZMUM DEPTH I FEE'P) = 2. 00 CHANNEL FLOW THRU SUBAREA(CFS} � 0.40 FLOW VEI�OCITY(FEET/SEC.) = 2.81 FLQW DEPTH(FEET} � 0.13 TRAVEL TIME(MIN.} - 4.i5 Tc(MIN.j = 15.03 LONGEST FLpWPATH FRdM NOAE 6001.a0 TO NODE 60�3.00 = 920.OD FEET. �t**�**x�*t�**t*t+i+******x**�t,r*rr►r+�r++++�+*+**,r��ti�**a*yyr++++*s*****+.w FLOW PROCL�SS FROM NODE 6403_DO TO I30DE 6003.00 IS CdDE = 91 »»>ADDI`1'I4N OF SUBAAEA TO MAINLINE PEAK FLOW««< 100 YEAR RAENFALL IN'I'ENSI'iY(TI3CH/HOURi = 3.628 QPEN BRUSH FAIR COVER Ri]I30FF COEFFICI£NT =.45DQ • SOzi. CLA55IFICATIODI i5 'D" S.C.S. CURVE NUMBER (AMC II} = 83 SUg}�Rgp, p.REp {ACRESy = 4.90 513BAAEA RUNOFF(CFS} _ '7.18 'iOTAL AREA{ACRES) = 4.b0 TOTAL RUNOFF{CFS) � 7.59 TC(MTNi = 15.03 yry� #;*#�Ff+11 # fY� t****1rYrYrY� Y� ****# # 1fYi�#i#tt 1*# ** ***** * i� *i t!Y#1 t!**t*ik i� ik'k*Yr****ii FLpW PROCESS FROM NODE 60D3.00 TO NQDE 5Q05.OQ IS CODE = 51 »»>COMPUTE 'i'RAPEZOZDAL CHANNEE� FL�C7W««< »»>TRAVEL'I'IME THRU SUHAREA { EXI STING ELEMENT )««a ----------------------------------_--------------� ELEVATIO�F DA'i'A: OPSTRE.�M(FEET} 270.Ofl DOWNSTRF�IM(FEET) = 265.00 CHANNEL LENG'i'H THRU S[TBARF.I� { FEET )= 9 0 0. 0 0 CHANIVEL SLOPE � 0. 012 5 CHP_NNEL BASE{F'EET1 = 2.Ofl 'Z' FACTOR = 2.400 MANNING'S FACTOR = 0.015 MA}{IMUM AEPTH(FEE'�') = 4.Q0 CHANNEL FLOW '2'HRU SUBAREAfCFS} - 7.59 FLOW VELbCZTY{�'�ET/SEC.) = 5.4a FLOW DEPi'I-I(FEET} - 4.48 TRAVEL TIME{MEN.} = 1.23 TCSMIN.1 = 16.2b LONGEST FLOW1'ATH FR�M NODE 6001.00 Tfl I30DE 6005.00 = 1320.00 FEET. i i k 4*�Fi*+Yr* Y� f � * *+ki YYi �k # * f*i t 1� ir �k*Yrt*f # # # * *# # # *t 1'1rY t i*� * **Yr%Y� **}{� i*�JriFiFi�*#*� � FLOW PROCESS FROM 130DE 60D5.D0 TO NORE 60Q5.00 IS CODE = 81 ?»»ADDI'I'ION OF Si3BAREA TO MAINE�INE PEAK FI..OW««< � 1D0 YEAR RAINFALL�IN`I'EIVSITY{INCH/HOUR} = 3.4A8 pPEN HRUSH FAIR COVER RUAiOFF COEFFICIENT =.9500 SOIL CLA55IFICATION IS "D" S_C.S. CURVE Dili�'IBER fAMC II] = 83 • SllBAREA AREA{ACRES) = 2.74 SUBAREA RUNOFF(CFS) = 9.19 • r11l u CJ TOTAL AREA(ACRES) = 7.30 TOTAL RLTNOFFfCF51 = 11.77 TC(MIN) = 16.2b i i i�# i YYYi Yr# **Yr;}*t+Yr Y* i***iFY� Y� # t t Y*�k1 i* k ir } i*#*Yr*i� i}t �i� �k *i #***'k'M'kiFri ri*k *i�**� *i �k FLOW PROCESS FROM NpDE 6005.D0 TO NQDE 6010_�4 IS CODE = 51 »»>COMPUTE TRAPEZOIUAi� CHA�FNEL Fi,OW««< »»>'I'RAVELTIME THRIJ SiJBAREA (EXISTING ELEMEP3'P1««< ��------==------------------__------------------- = ELEVATION DATA: UPSTREAM{���T) = 265.00 DOWNSTREAi+7(FEET) 26Q.00 CHANAFEL LEi�iGTH THi2U SiTBAREA ( FEETj = 504 . 04 CHANNEL SLOPE = 0. fl1D4 CIiP.N�3EL BASEIFEET) = 1.44 "Z" FACTOR = 2.000 MANNING'S FACTOA = 0.015 MA?{IMUM DEPTH{gEET) = 1.OQ CHANNEL FLOW THRU SUBAREAICFS} - 11.77 FLOW VELOCITY(FEET/SEC.} = 5.79 FLOW DEPTH(FEETb = 0.79 TRAVEL 'I'IME(MI13. ) = 1 .44 TC (MII3. } - �7.7fl LONGES'i' FLOWPATH FROM NODE 6001.00 'i'O NOD£ 601a.00 = 182Q.OQ FEET. ii**i� Yi f� t�kf+4 *#+�lrirkiF*f#*� * 1ltYrt*iriM k fr **iF# t tify Y!*tir*iM Y�Yrtii#4 i Y Y 4 r+y+s **+ww,rx�+ FLOW PROCESS FROM NODE 6Q10.00 TO NO!]E 6014.00 IS CODE = 81 --» »>ADDITION OF SUBARF.A TO MAINLINE PEAK FLOW« «< ----------------- 1QQ YEAR RAINFALL INTEI3SITY(INCH/HQURi = 3.264 SINGLE FAMILY DEVEL4PMEI3'P RUNO�'F COEFFICIENT =-5500 SOIL CLASSIFICATTQN I5 'D" S.C.S. CURVE NiTMBER (AMC II� = 88 SLTBAREA AFtEA{ACRES} = 5.50 SU$P.REA RUNOFF(CFS) = 9.87 TQTAL AREA{ACRESj = 12.80 'I'Q'f'AL RUNOFF(CFS} = 21.65 TCfMIN} = x7.70 **i'h�*� Y tt** �Y } y f�i i#i i Y Yi***YrrtY•t#tf �f Yi i i Y*i ir*Yr# *i�itiYY##ii i� * rt** fi! f i*if#t!?�k FLOW PROCESS FROFS3VODE 601Q.OD TD NODE b014.00 IS CODE = 10 '»» >MAIN-STREAM^MF�30RY COPIED ONTO MEMORY BPNK # 2«« < #�J.iiF�Yt#**+Yi iF*# **'1�'!i*#ttktkli M'ri' *#*#*f 1'� Y*Yr#i ***Y� ****#fi i Y*!#*yriF*****#*'k�*Y!*#* FE�OW PROCESS FROM NODE b0�1.QD TO NODE 6012_40 IS CODE = 21 ' »»>RATIONAL ME'i'HOD INZTZAL SUBAREA ANALY51S«��a QPEN BRUSHTFAIR COVER RlJI30FF COEFFICIENT =.4500 50IL CLASSIFICA'i'ION IS 'D" S.C.S. CURVE NUMBER {A�7C II} = 83 NA'€`URAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A} WITIi 10-MINUTES ADDEA = 10.95{MINUTES} �NFTIAL SUBAREA FLOW-LF.A]GTH = 250.00 UPSTKEAM ELEVATION = 400.00 DOWNSTREAM ELEVATION = 340.00 ELEVATION DIFFERENCE = 60.00 NA'PURAL WA'FERSHED TZME OF CONCENTRATION = 10.95 300 YEAR i�AINFALL INTEN$ITY(INCH/HOUR► = 9.449 SUBAREA RUNOFF(CFS} - 0.40 TO'iAL AREA{ACRES} = 0.20 T07'AL RUNOFFSCFSi = 0.40 il+Y Y tYr ir �F*Y� i Mi�if f i* Y� * ir ***YrYr�F Y�++ti i�L Ye t i*# iY ***Y� **}ti}k Y!!****# } Y�+i *i tiYi�i i �c �** * FLOW PROCESS FROM NODE 6012.00 TO NODE 6013.00 fS CODE = 51 � »»>COMPUTE TRAPEZOIDAL CHP.NNEL FLQW««< »»>`i'RAVEI�TTME THRU SUBAREA {EXTSTING ELEMENT}««< � ELEVATION DATA UPSTREAMSFEET) = 34D 00 DOWNSTREAM(FEETi - 270y00T� CEil1NNEL LENGTH THRu SUBAREA(FEET} = 300.00 CHANNEL SLpPE = 0.2333 CHANNEL BASE(FEET� = 3.00 "Z' �ACTOR = 2.000 MANNING' S FAC'TOR = 0. 035 MAXIMLFM DEP`!'H ( FEET} - 2. 00 CHANNEL FLOW THRU SUBAREA(CFS} - Q.AO FLOW VELOCITY(FEET/SEC.} = 3.93 FLOW DEPTHiFEETj = 0.09 TRAVEL TIf�fEIMiN.) = 1.30 TCiMIN.] = 12.25 LONGES'i' FLOWPA�'H FROM NODE 6011.00 TO NODE 6013.QQ = 550.00 FEET. 1i � * *'IIY�i t# k yr*****i Y� 1 #� tk* * **#1�i i!i#i� * * �r* il�+M't* * � *******Y� i!#*t t*f****tF**YI> # # t## FLDW PROCESS PROM NODE 6013.00 'i'0 NODE 6013.a0 TS CODE = 81 » » >ADDITION+OF^SUBAREA TO MAINLINE PEAK FLOW« «< ________________�_____-----___���__--_________--_==���T======___=�_���______ y 100 YEAR RAINFALL YNTF.ldSiTYiINCH/HOUR) = 4.138 OPEN BRUSH FAIR COVER RU130FF COEFFICIENT =.4500 SOIF. CLASSIFICATTQN IS 'D' 5. C. S. CUF2VE �FCTMBER 1 AMC I I} = 83 SUBAR�P. AASA(ACRES} = 6.$4 SiISARFA R[JPIOFF(CF51 = 12.6b TOTAL AREA(ACRES} = 7.OD TO'i'AL RUNQFF(CFS) = 13.06 TC(MINj = 12.25 tw*,r,t*:�rtt,rrwxkt�+*+***+�*�t++yirtt+w****+f**tt*ww�+*�**++t+*xxi.�+*9rtr*rtttt FLOW PROCESS FRpM NODE bQ13.OQ TO NODE 5010.00 I5 CODE = 51 »»>COMPUTE TRAPEZOIDA.L CHANNEL FE,OW«�« »»>TRAVELTII�SE THAU SUBAREA iE}{ISTING ELEMEN'F1««< _____________�______=====W��=--------------------_---------- _ ELEVATION DATA: UPSTREAM(FEET) = 270.00 DOWNS'TRE.�M{FEETj 260.04 • CHANNEL LENGTH THRU SUBAFtEAfFEET) = 900.00 Ci�ANNEL SLOPE = 0.0250 CHANNEL BASERFEETi = 1.00 'Z" FAC'1'OR = 2.000 N3ANNING'S FACTOR = O.D15 MAXIMUM AEP'I'H{FEET} � 2.00 CHANNEL FLOW THRU SUBAREAICFS) = 13.d6 FLOW VELOC�TY{FEET/SEC.) _ $.36 �'LOW DEPTH(FEE"T'j = O.b7 T12AVEL TIME (MIN. )= 0. 80 Tc iMII3. )= 13 . a5 LONGEST FLOWPAi'H FROM I3017E 6D1�.OU Tp NODE 6010.04 = 950.00 FEET. t�i4#!t**k f'!r*ff *y i** ** **#iii y� Y!i## ir }!*i� t f�l*i Y*yr�rYr* i•*+} Y tltff� ***i�'1*###t* * t f� R** FLOW PROC�SS FRdM NOAE 6010.00 TO NODE 60�Q.00 IS CODE = 11 --------------------------- »»>CONFLUEIdCE MEMORY BANK # 2 WITH THE t�7AIN-STREAM MEMORY««� ** MAIN STREA�7 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA FiETMBEK (CFS) (MIN.) {INCH/HOUR� IACRE} 1 13.06 i3.05 3.973 7.40 LONGEST FLOWPA'I'H FROM NODE 5411.OU TO NODE 6010.00 = 950.fl0 FEET. ** MEMORY BANK # 2 CONFLUF_.i+7CE DATA ** STREAM RUNOFF Tc iNTEI3SITY AREA DFTJMB�A {CFSJ (MIN.) (INCH/HOUR) {ACRE) 1 2I.65 1'�.74 3.264 12.$0 LOA3GE5'E` FLOWPATH FROM NODE 600�.00 TQ NODE 6010.OU = 1824.00 FEET. ** PEAK FLOW RATE TABLE *' STREAM RUNOFF Tc IN7'Et35I'TY NLTMBER (CFS) {P4II3.} [INCH/HOUR) 1 30.$5 13.05 3.973 • 2 32.38 17.70 3.269 � COMPUTEI7 CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEIaK F�.OW RATE(CFS) = 32.38 TcIMTN.) = 17.70 TOTAL ARSAfACRES� = 19.80 **wi�++tr**i.**,o-**�*�++*it++��x*+t***y�+t*+rxx***++rti*f*+��**i.****:ti.++�t�***f� FLOW PROCE55 FRQM NODE 6010.00 TO N4DE 6020.00 IS CODE = 51 »»>COMPUTE TFtAPEZdIbAL CHA�VNEL FLOW«�« »»>TRAVEL'I'IME THftU StIBAi2EA IEXYSTIIVG ELEMENTI««< rM=====--==--------------------------------------- ELEVATION DATA: UPSTREAM{FEET) = 260.60 I]OWNSTREAM{FEET) = 255.06 CHANNEL LENGTH THRU SUBAREA{�BET) = 504.00 CiiANNEL SLOPE = fl.OlOa CHANNEL BASE(FEET� = 1.00 "Z" FACTOR = 2.40Q MANNING'S FRCT012 = 0.4I5 M)iXTMIJl�1 DEPTH(FEET) = 2.00 CHP.Ni�iEL Fi�dW 'FHRU SUSAASAICFS) = 32.36 FLOW VELOCi'FY{FEET/SEC.) = 7.50 FLQW DEPTIi{FEET) = 1.24 TRAVEL TIME{MIN.) = 1.11 'i'c{MIN.} = 18.81 IANGEST FLOWPA�`H FROM PIODE bOd� . 00 'i'Q NODE 6D20. 4D = 2320. QO FEET. �*w++tf+�*+*w*+.+.*+++:**r+irtxw*t+*tr*ra+i**��*,r,tx+�+r*s+++**ww+x�+*+frr***r++** FLOW PROCESS FRpM NODE 6D20.00 TO 130DE 6020.OD IS C4DE = 81 • »»nADDITION OF SUSAREA TO MAIidLINE PEAK FLOW««� ==��T�=--- ------------------------- 100 YEAR ftAINFAE�L IN'fENSI'i'Y{ENCH/HOURi = 3.139 SINGLE FAMII.Y DEVELOPMENT RUNOFF COEFFICIEN'i' _.5500 SOIL CLASS�FICATION I5 'D" S.C.S. CURVE NUMBER (AMC Ii} = 88 SUBAREA AREAfACftES) = 5.50 SUBAREA RUNOFF4CF5} = 9.49 • TOTRL ARFA(ACRES} = 25.30 TOTAL RUNOF'F(CF5) = 41.88 TCIMIN) = 18.$1 r**yw*�*wxf*++*tt+�+*xk,r**�t+*�*f****,r��**it++y**r***�,ratt+t**+yt+tt�+�,r,r,t** FLOW PROCESS FROM NODE 6D20.00 TO i�iOAE 6021.00 IS CODE = 31 »»>CdMPiJ''TE PIPE-FLOW TRAVEi. TIME THRl3 SLIBAREA««< » » >USING COMPUTER-ESTiMA7'ED PIPESIZE (NON-PRESSURE FLOWj<t « < --------------------=-----------------------------------___T ELEVRTION DATA i3PSTREA�7(FEE�`j = 254.00 M}WNSTREAM(FEETj = 210.04 FLQW LENG'PH{FEETj = 200.00 MANN�NG'S ?�F = 0.013 DEPTH OF FLOW IN 16.0 INCH PIPE IS 19.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.} = 2?.92 ESTTFSATED PIPE DIAMETER{Ii�iCH} = 18.00 I3UMBER OF PIPES = ]. PIPE--FLOW{CFS) = 4Z.88 PIPE TR.AVEL TIME(MIN.y = �.12 TcfMIN.) = 18.93 LONGEST FLOWPATF{ FROM NODE 6Q01.00 TO NODE 6D21.Q0 = 2520.40 FEET. END OF STUDY Si7MMAftY : 'I'0'1`Ai. AREA (ACAES) = 25.30 TC (MIN. )= 18. 93 P�AK FLOW RATE(CFSj - A1.88 HEND pF RA'PIOPIAL METHOD ANALYSIS i � APPENDIX 3 RAT�ONAL METH�D C�MPUTER 4UTPUT ULTIMATE C�NDITION L� � � APPENDIX 3.1 SYSTEM 100 (ALICANTE RD} � � � +***t**+**+t**+tx�tt++**t+****�+*�**+***x+xx*+***�k**w�+*►*************wtt++ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT � 9 8 5, 19 B 1 HYDROLUGY I+f.�t3UAL (c1 Copyright 1982-2001 Advanced Engineering Software (aes? Ver. 1.5A Re�ease Date: O1/O1/2001 License ID 1509 Ana3ysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 {619) 235-5471 v.+++r,r*wa**,rr��*y+���**��* DESCRIPTION QF STLiDY **++*w*�+*+****+*w*��*�*w* * BRESSI RANCH - UL�IMATE MA55 GRADED CONDITIONS * * 5Y$TEM 100 * * 100-YEAR STORM EVFNT * # f� Y f** 1 Y* y y i Y Y f f* i* t# t t f t#* t i**## i f i* y Y* Y* f f#* i f* f�k � 4 i# f f�* �F i �F�Y } i*** if **#* FILE NAME: 1325W�E.DAT TIMEfDATE OF STUDY: 10:39 09/45/2002 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLQGY AND I-iYDRAULIC MODEL INFORi�1ATI0N: ---------------------------------------------------------------------------- 1985 SAN DIEGO MANUAL CRITERIA • USER SPEC�FIED STORr3 EVENT(YEARf = 100.QD 6-HOUR DURA'FION PRECIP�TATION (INCHESy = 2.860 SPECIFIED MENIMUM PIPE SIZE{INCH� = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAI,} TO USE FOR FRICTION SLOPE = 0.65 SAN DIEGO HYDROE,OGY MANUAL 'C'-VALUES USED FOR RATIQNAL METHOD NOTE: ONLY PEAK CODiF'LUEI3CE �1AL[3ES CONSYBERED *USER-DEFINED STREET-SECTIdNS FOR COUPL£D PIPEFE,OW AND 5`FFtEETFLOW MODEL* HAT,F- CROWN TO STREE`F-CROSSFALL: C[FRB GUTTER-GEOMETRIES: MAI3?�iI�3G WIDi`H CR055FALL IN- / OUT-/PARK- HEIGHT WIDTH LFP HIKE FACTOR N0. {F'F) (FTy SIDE / SIDE/ WAY (FT} {FT) (FT) IFT} (n? 1 30.0 2Q.0 0.018/D.O18/O.D2a O.b7 2.00 0.0312 4.�57 D.0150 2 25.D 20.0 D.02Q/D.024/ --- 0.5D 1.50 0.0312 0.125 0.0150. 3 12.0 7.0 0.024/D.024/ --- 0.50 �.50 0.0312 0.125 0.0150 G�OBAL STREET PLOW-DEPTH CONSTRAINTS: 1. �?elative Flow-bepth = D.40 FEET as (Maximum Allowable Street Fl.ow Aep�h1 -{Top-of-Curb} 2. (Depth}*{Velocity} Constraint = 1p.4 {FT*FT/S} �SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO `FHE UPSTREP.M TRTBL7TARY PIPE. * ,r*r++**r,tw,r�,��y�+w**vr�+w��*+r**+*�+,r*****�*�**++*++*�+*+****�+*****,r*,r****�** FLOW PROCESS FROM NObE 104.D0 TO NODE 100.10 XS CODE = 21 ----------------------------------------------------------------------------- »»>RATZONAL METHOD zNZTIAL Si3BAREA ANALYSIS«�« USER-SPECIFIED RUNOFF COEFFICIENT = .9540 S. C. S. CURVE Ni.3bfBER {p�C I I) = 92 iNETIAi� SUBAREA FLOW-LENGTH = 204.Q0 • UPSTREAM ELEVATIbE�i = 433.00 DOWNSTREANf ELEVATION = 431.04 � ELEVATION DIFFERENCE = 2.OQ URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTESI = 3.818 TIME OF CONCENTRATION ASSUMED AS 6-�4Ii�iUTES 104 YEAR RA�NFALL INTF3dSITY ( INCH/HO[iRi = 6. 559 . SUBAREA RUNOFF(CFS} = 0.62 fi0i'AL AREA{ACFtES) = 0.10 TOTAL RUNOFF(CFSf = d.62 **kv.frvcw***+r*tff,t+++*�f+*+rtrs++ri*ts++++rrr*rr++t+++t+rs+rt*trrw����t*t,t***�* FI,OW PROCESS FRpM NODE 100.10 Tp iVODE lOD.20 iS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRiJ SUBAREP.««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSSIRE �'LOW) « « < ELEVATION DA�'A: UPSTREAhi{FEETi = 431.00 DC3WN5TREAM(FEE'F) = 412.00 FLOW LENGTH{FEET) = 1150.00 MANNING'S N= Q.013 ESTIMATED P�PE DIAMETER(INCH) INCREASED TO �8.000 DEPTH OF FI�OW IN 18.0 INCH PIPE IS 2.7 INCIiES PIPE-FLOW VELOCITYIFEET/SEC.) = 3.68 ESTIMATED PIPE DIAMETER(INCHj =�8.D0 NUMBER OF PIPES = 1 PIPE-FLOW{CFS) = 0.62 PIPE TRAVEL 'i'iME (t+fIN. ) = 5 . 20 TC (MIN. ? = 11 . 20 LONGEST FLOWPATH FROM 130DE 100.�Q TO NODE 100.20 = f35D.OD FEE'P. ,.**��..*aaaax.****,r*+***�*****+*+**�*+**�,r+*******�+,r**�*+******+**+*****�++* FLOW PROCESS FROM NOD� 100.2p Tfl NODE IOQ.20 XS CODE = 81 ---------�-----------------------------------------_--_--_------------________- »»>ADDITION OF SLISAREA TO MATNLINE PEAK FLQW««< ---------------------------------------------------------------------------- 100 YEAR RAINFALL INR'ENST'TY ( INCH/HOUit) = 4. 384 . USER-SPEC�FTED RL]�FOFF COEFPICIENT = .9500 S.C.S. CURv� NCJ47B�R iAMC TI} = 92 S[.TBAREA AREA (AC1�ES 1= 8. 60 SUBAREA RCTNO�'F ( CFS }= 35 . 82 'i`OTAL AREA{ACFtES) = 8.70 TO'i`AL Ri]I+}OFF{CFS1 = 36.44 'f`C (MINi � iJ..20 .*�***�*�******+**+*�+*******+.**++******+�+�+***+*�+r**+****+t+**+*****��+* FLOW PROCESS FROM NODE 100.2fl 'FO NODE 100.30 IS CODE = 31 »»>COMPU'E'� PIPE-FLOW TRAVEL TTME THRU SUBAREA««< » »>USdNG COMPUTER-ESTIMATED PTPESTZE (NON-PAESSURE FLOW) « «< ---------------------------------------------------------------------------- ELEVATIQN DA'I'A: UPSTREAM{FEETI = 412.00 DC}Wi�TSTREAI+3{FEET) = 408.00 FLOW I,ENGTH(FEET} = 4Q0.00 MANNING'S N= D.013 DEPTIi OF FLOW IN 30.0 INCH PIPE IS 23.7 INCHES PIPE-FLQW VELOCITY{FEET/SEC.j = 8.76 ESTIMATED PIPE DIAMETER{INCH} = 30.00 NiJMBER OF PIPES = 1 PIP£-FL04J(CFSi = 36.44 PIPE TRAVEL TIME(MIN.} = 0.76 Tc(MIN.) = 11.96 LOI3GEST FLOWPATH FROM NODE 100.00 TO NODE 144.30 = 1750.04 FEET. *t�ft+*++++++t****+**+*+�*+*�+++*****++..*+****++*�*«*++.*+*�***.�+*«***+*.»„x FLOW PROCESS F320M NODE 140.30 TO NODE 100.3Q I5 CODE = 8� ---------------------------------------------------------------------------- »»>ADDITIQN QF SUBAREA TO MAIPFL,INE PEAK FL�^1««< ---------------------------------------------------------------------------- ..__-------------------------------------------------------------------------- 10D YEAR RAINFALL INTENS�TY{INCH/HOUR1 = 4.203 USER--SPECTPIED Ri.TDIOFF COEFFICIFNZ' _ .9500 , S_ C. S. CURVE NU�7BER {A2+4C I I 1 = 92 SLTBAREA AREA(ACRESi = 9.00 SUBAREA RiTt�iOFF{�p�) = 35.93 � TOTAL AREA{ACftES) = 17.70 TOTAL RUNOFF(CFS) = 72.38 TC(MIN} = 11.96 � R * * * * * * * * * * * * * * * * * t * * * rt * * * * * � * f * * * * * * * * * * � * * * * * * * * * * * * k * * M * * * * * t * i * * + t + f Y � * f FLOW PROCESS FROM NODE 1Q4.30 TO NODE Z41.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPU'TE PIPE-FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER-ESTIMATED PZP�STZE (NOI3-PRESSURE FLOW) «« < ELEVATION DATA: UPSTREAMfFEE�'j = 408.00 D(}WNSTREAM{FEETj = 407.54 FLOW E�ENGTfi {FEE�'j = 20. 00 MANNING' S N= 0. 013 DEP`PH OF FLOW IN 33.0 INCH PIPS IS 25.4 Ii�iCHES PIP�-FLOW VELOCYTY(FEET/SEC.) = 14.76 ESTIMATED PIPE I72AMETER(INCH) = 33.00 NUMBER OF PiPES = 1 PIPE-FLOWICFS) = 72.38 PIPE TRAVEE, TIME(I4IN.) = 0.02 TC(MIN.) = 11.99 LONGEST FLOWPATH FROM NODE 1QQ.00 TO NOAE iai.00 = i��o.aa FEET. .,***..*.,«*...*****�**+*+****************�********�**�*+*****��*,.****.*.«.***** FLOW PROCESS FRflM NODE 7,Q1.OD TO NO�E 102.OD TS COAE = 31 ----------------------------------_----__-_---_---------�------------------------ »»>CdMPUTE PIPE-FLOW TRAVEL '3'IME THRii SUBAREA««< »»>USING COMPU'I'ER-E5`!'IMATE4l PIPESIZE (NON-PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ELEVATION DA'PA: UPSTREAM(FEET) = 396.00 DOWNS'I'REAM{FEETj = 385.44 FLOW LL�'NGTH{FEET] = 228.00 MANNING'S N= Q.013 17EPTI-f OF FLOW IN 30 . D INCH PIPE YS 21 . 7 INC4-IES PIPE-FLOW VELOCITY(FEET/SEC.} = 19.Q7 ESTIMATET3 PIPE DIAMETERfINCH? = 30.00 NUMBER.OF PYPES = � PIPE-FLOW(CFS� = 72.3$ PTPE TRAVEL TIME{MIN.j = Q.20 Tc(MIN.} = 12.18 � LONGEST FLOWPATH FROM NODE �00.00 TO NODE 102.00 = 1998.00 FEET. ♦Y*1t�FM*Y+YY�#1*#4y*****r**+tiy*y**sYrfrf**�t�,trt+�rti.*t*+��ft**r�r**s�.#*t+�+i.**i.t FLOW PRpCE55 FROM NODE 3Q2.OD TQ NpDE 102.00 IS CQDE = i »»>DESTGNATE INDEPENDENT $TREAM FOR CONF'L�JENCE««< ---------------------------------------------------------------------------- TOTAL N1J�+iBER OF STREAMS = 3 CONFLiJE23CE VALUES USED FpR INDEPENBENT STREAM 1 ARE: TIME OF C033CENTRAT�ON(MIN.) = 12.18 RAINFALL IiJTENSITY{INCH/HR) = 4.15 TOTAL STREAM AREA{ACRES) = 17.70 PEAK FLOW RATE(CFS) A'i' CONFLUENCE = 72.38 **:*+*,.,.**tt**+****�*.*.*****+*++++**+*++++++***++***+**++,.**�+*+**.*+�.+*�� FLOW PROCESS FROM NODE 102.20 TO NODE 102.20 iS CODE = 22 ---------------------------------------------------------------------------- » » >RATIONAL METIiOD INITIAL SUBAREA ANALYSIS « « < USER-5PECIFIED RUNOFF COEFFICIEI3T = .9500 S. C. S. CURVE I+IETMBER {p�� I I � = 92 LTSER SPECIF�ED 'FC (MIN. f = 6.000 140 YEAR RAINFAI.,L INTENSITY(INCH/HOUR) = 6.559 SUBAREA fiUNOFFfCFS1 = 4.36 TOTAL AREA(ACRES) = 0.70 TOTAL RLFNOFF(CFS) = 4.36 �Y#f f*Yr***�1Y***t*i*tY� # t**� �k *## f* i i i t t# #!Y*1fY�!#�k 1� f Y***t# ** #**Yt#*# Y� ## Y*Y#Y1#�1 FLOW PROCESS FROM NODE Z02.20 TO NODE 102.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGI3ATE INDEPENDENT STREAM FOR C�NFL�iENCE««< • TOTAL NUMBER QF S�REAMS=-==3_______________________________________��Yc'== � � . CONFLUENCE VALUES USED FOR INL?EPEi�iDENT TIME OF CONCENTRATION(3+iIN.} = 6.00 RAINFALL INTENSI'I'Y{�NCH/HR} = 6.56 'i'OTAL STRE,AM AR.EA ( ACRES )= 4. 7 0 PEAK FLpW RATE{CFS} AT' CONFLUENCE = STRE.n.M 2 F�RE : 4.36 ..*x<*w***a**w****+++*.,**«***:*,.*****.**,r***«#w..tr+++*t*::****t**,.*,...x�r�,.*., FLOW PROCESS FROM 3�i0DE 102.34 TO idODE J.02.30 IS CODE = 22 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INiTIAL SUBAREA ANALYSIS« «< USER-SPECIFIED RUNOFF COEFFICIE�TT = .9500 S.C.S. CURVE NUMBER (AMC IZ) = 92 i3SER SPECIFIED Tc{MIN.) = 6.000 lOD YEAR RAYNF'ALL INTEidSITY{�NCH/4i0UR) = 6.559 Si]�AREA RUNOFF(CFS) = 4.36 TOTAL A3tEA(ACRES) = 0.7Q TOTAL RUNOFFICFSI = 4.36 # * * ** ****'kt# # #t*i *tkYryr*** * * *****!"1'�i W f **f tY t#tt i*** *iFYr*� **** * ** **i'ki*�F* 1*Y **f Fi�OW PROCESS FROM NODE 102.30 TO fFODE 102.OD IS CODE = 1 »»>DESIGi�TATE INDEPENDEN'I' STREAM FOR C�NFLUENCE««< »»>AND CON3Pi3TE VARIOUS CONFLUENCED STREIIM VALUES««< � TOTAL�i3UMBER OF STREAMS = 3 CQNFLUENCE VALUES i7SED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION{MIN.) = 6.OD RAINFALL INTENSI'I'Y(INCH/HR) = 6.56 TOTAL STREAM AREA(AC}tES} = 0.70 PEAK FLOW RATE(CFS} AT CONFLUENCE = 4.35 "" CQNFLUENCE DATA ** STREAM RUNOFF 'Tc INTENSI'FY ARF.A NUMBER {CFS) (MTN.) (INCH/i30UR) (ACRE) 1 72.38 12.18 4.153 17.74 2 4.36 6.D0 6.559 0.70 3 4.36 6.Ofl 6.559 0.70 RAINFALL IN'iENSii'Y AND 'I'IME OF CONCEi3'fRA'FION RATIO COI+iFLUENCE FORMU�A USED FOR 3 STFtEAMS. ** PEAK FLOW RATE �`ABLE ** STREAM RUNQFF Tc YNTENSITY NiTMSER {C�'S) (i+lIN. i (INCH/HOiFR} 1 54.55 6.00 6.559 2 54.55 6.00 6.559 3 77 . 90 12 . 18 4.].53 COMPUTED CONF'LUENCE ESTI�+IATES ARE AS POLLQWS: PEAK FT10W RATE{�FS? = 77.90 TCSMIN.} _ TOTAL AR�A(ACRES} - 19.10 LONGEST FLOWPATH FROM NODE 102.30 TO NODE 12.1$ 102.00 = 23QOO.OD FEET. i f ttt #** it *Yr f ** * ** # Yt� 11* Y *# * # t * # #***4 *tk *** *** *** *1k YrtYttt'ktt**i ti* **Yr** ****** ** 11 FiOW PROCE55 FFtOM NODE 1D2.00 TO NODE 105.00 IS CODE = 31 »»>COMPUTE PIPE-�'LpW TRAVEL TIME THRU SUBAREA«« < » » >USING COMPUTER-ESTTMATED PIPESIZE (NON-PRESSURE FLOW} « « < -------------------------_---------------------- ELEVA'i'ION DATA: UPSTFt�AM(FEET) = 385.00 DOWidSTREA3+S(FEET} = 370.00 Fi�pW LENGTi-I ( FEET} - 60Q . 00 MANNING' S N = 0. D13 � DEPTH OF FLOW IN 36.Q INCH PIPE IS 24.4 INCHES PTPE-FLOW VELOCI'I'Y(FEET/SEC.) = 15.24 ESTIMATEd PIP� DIAME`I'ER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS] = 77.90 PIPE TRAVEL TIME(MIN.) = 0.65 TcfMIN.} = 12.84 LONGEST FLOWPATH FROM NODE 102.30 TO NDDE 105.00 = 23600.00 FEET. �*��.***++*****�*r:**�****+�*******�+**.�*�*****..��*..*.*«.**.****t**++tftf FiOW PROCESS FROM NODE 165.00 TO �ODE 105.a0 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE fNDEPENDENT STRE.a.M FOR COAIF'LUEPiCE««< TOTAL NUMBER OF STREAMS = 3 CO2�FFLUENCE VALUES USED FOR INDEPENDEI3T STREAt+4 1 ARE: TI[�4E OF CONCEN£RA'F�ON(MIPI. } = 12.84 RAI[QFALL Ii�iTENSE�'Y{;NCH/HR} = 4.02 TOTAL STREAM AREA{ACFt£S) = 19.10 PEP.K FLOW RATE{CFS} AT CONFLUEDICE = 77.90 +rt*+yf*ar*+tttt*f*stt*ttt+tt*r+*++tt*rtir+**rfrt*r**+*+*yy.w*aYY**�rw�r*+t+*t+ FLOW PROCESS FROM NODE 105.10 TO I30DE 105.10 IS CODE = 22 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SI3BI�REA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIEiJT = .95D0 � S. C. S. CURVE NLTMBER ( A3�7C i I) = 92 USER SPECIFIEE} TC(MFN.j = 6.000 104 YEAR RAINFALE, INTENS�TY ( I?�1C3-I/HOLTR? = 6. 559 SUSAREA RUNOFF(CFS) = 3.12 � TOTAL AREA{ACRES) = 0.54 TO`i'AL RUI30FF(CFS) = 3.12 *****�*.+.+*.***.,*««,.***+.*..****t***.�++*3*++****�t*++*+**t+++*t+++*t�.*+��t� FLOW PROCESS �ROM NODE 105.10 TO �10DE 105.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPEi�]DEN'P STREAM FOR COAiFLUENCE««< TOTAL 23iJMBER OF STREAMS = 3 CONFL[3Ei10E VAE,UES USED FOR INDEPENDEN'i' STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.00 RAINFALL INTENSITY ( INCI-I/EIR) = 6. 56 TOTAL STREAM AREA(ACRES} = 0.5d PEAK FLOW RATE(CFS) AT CONFLiJENCE _ . 3.12 *�+***�. �++**+*+«****,r***+**+,.**x ***�a* *... x * ** * �,,.,.*x * *.*,....*,.*. x *,.,..,.*+*«* FLOW PROCESS FROM NODE 105.3.1 TO NOD� ].05.11 IS CODE = 22 »»>RATTOIQAL METHOD iNIT2AL SL7BAREA ANALYSTS««< ---------------------------------------------------------------------------- USER-SPECIFIED RUNOFF COEFF�CIENT = .9504 S.C.S. CLIRVE NUMSER (AMC II} t 92 USER SPECIFIF�] Tc(M�N.} = 6.00p 1D0 Y�AR RAINFALL INTENSITYi�NCH/xOUFt) = 6.559 SUBAREA RUNOFF(CFS) = 3.�.2 TOTAF, AREA{ACRESI = 0.50 TO'Z'Ai RUNOFF(CFS) = 3.32 ******+*,.,.***+****++**+*,.*�.*.**,.*,.*..,.**�..*****«�**�***,.*.******.,**+«*+�+� FLOW PRQCESS FROM NODE 105.11 TO I30DE 105.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE IIVDEPENDENT STREAM FOR COI3FLUEi�iCE««< � »»>AND COMPUTE VARIOUS CONFLUENCED STRE.�M VALUES<c «¢ � TOTAL NUMBER OF STREP.MS = 3 CONFLUENCE �ALUES USED FpR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.y = 5.00 RAINFALL II3TENSI'I'Y(INCH/HR} = 5.56 TOTAL 5'i`REAM AREA(ACRES) = 4.5D PEAK FLOW RATE(CFSi AT COi�}FLUENCE = 3.12 ** CONFLUENCE DATA ** STREAM RUNOFF TC IN'£ENSITY AREA NUMBER (CFS1 (MIN.� (INCH/HOUR) {ACRE� 1 77.90 12.84 4.015 19.Z0 2 3.12 6.00 6.559 0.50 3 3.12 6.00 fi.559 0.50 RAINFALL INTENSITY AND TIME OF CONCENTRA'i`ION RATIO COPIFLCTENCE FORMLTLA USED FOR 3 STREAMS. "� * PEAK FLOW F2ATE TABLE * * STREAM RUNOFF Tc INTENSITY NLTMBER [CFS) (MIN. } (�NCH/FiQUR} 1 53.92 6.00 6.559 2 53.92 6.00 5.559 3 8Z.71 12.84 4.015 COMP[J'i'ED CONFLUENCE ESTIMATES ARE A5 FOLLdWS: PEAK FLOW RATE(CFS► = B1.71 TC{MII3.} = 12.84 TOTAL AREAfAC�tES) = 20.1� LONGEST FLOWPATH FROM NODE 102.30 'E'0 NODE 105.00 = 23600.00 FEET. � *�**�*:*�**.**...***,..�***...,**«�*�*+*«****+****+..*****.**..*«***++*.++*:+*.�+t FLOW PROCESS �'ROt�S NODS 105.40 TO NODE 1D5.50 iS C4DE = 31 ---------------------------------------------------------------------------- »»>CQMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA« «< »»>USING COMPT3TER-ESTIi�EATED PIPESIZE (NQN-PRESSUR.E FLOW1 ««< ELEVATION DA'£A: UPSTREAf�i(FEET} = 375.54 DOWNSTREP.M{FEET) = 364.50 FLOW LENGTH{FEET� = 100.00 MANNING'S N= 4.013 DEPTH OF FLOW IN 27.0 IDiCH PIPE I5 19.3 INCHES PIPE-FLOW VELOCITY{FEETlSEC.) = 26.8Q ESTIMATED PIPE DIAMETER(INCH) = 27.04 NUI�ER OF PIPES = 1 PIPE-�'LOWICFS) = 81.71 PIPE TRAVEL T�ME(M�N.) = 0.06 TCSP'iIN.) = 12.90 LQNGEST FLOWPATH FROM i+}ODE �oz.3a TO NODE 105.50 = 2370fl.00 FEET. *k***k*+***�**�**t��t�+,r{�i*++t******�+*+�*********�**,r,r+++f,r*,r*,..,.,,.****+,.� FLOW PROCESS FROM NODE 105.5Q TO NODE 105.50 TS CODE _ ]. __..___---..-----------------------------------------.._________----------_---- »»>DESiGNATE �NDEPENDENT STREAM FOFt CONFLEJFSICE««< ---------------------------------------------------------------------------- TOTAL idUMBER OF STRE.�MS = 2 CO�IFL[7ENCE VALUES LiSED FOR INDEPFNDF.�T'I' STREAM 1 ARE: TXME OF CONCENTRATION{MIN.j = 12.90 � RAINFALL i2�`T'FNSITY(INCH/I-IR) = 4.00 TOTAL STREAM AFtEA f ACRES) = 20. 10 PEAK FZ,4W FtATE (CFS } AT CONFLUENCE = B1 . 71 * Yr �Jr �k * * h * k**'k�A'ik iF****** * * **ikYFf Yr**frt Yr**** tk � **� � *Yr*yr*tF ***Yrik �k 1r f fr * * ik RYr*****'k*** ** k F�OW PROCE55 FROI� NODE 105.20 TO NODE 105.21 IS CODE = 21 ---------------------------------------------------------------------------- � -_» > »RATIDNAL-�IETHOD-INITIAL-SUBAREA-ANALYSIS« «<------------------------ _..__ _ �_ ____ __ ___ ______.._____ _ ____ _ __ � USER-SPECTFIED RUNOFF CO�FFZCIENT = .9500 S.C.S. CURVE NUMBER (AMC II} - 92 �NITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 405.OD DOWNSTREAM ELEVATION = 404.00 ELEVAT�ON DIFFERENCE _ }..00 URBAN SUBAREA OVERLP.DiD TIME 4� FI,OW (MINU'FES 'i`IME OF CO[3CEt3'I'RATION ASSUMED AS 6-MINUTES 100 YEAR RAI[3FALL iNFENSITY{II3CH/H�UR} = SUBAREA RUN�FF(CFS} - 0.31 = 2.740 6.559 TpTAL AREA(ACRES} - 0.05 TOTAL RLiNOFF(CFS) = 0.31 ****++***,r�*vr�,�*,tv.wvr*v�*�.**�*a***+*********�r**************+ax**+wx******t*t*+ FLOW PROCESS FROM NObE 1D5.21 'I`0 NODE 105.22 IS CODE = 31 »»>COMPUTE PIPE--FIAW TRAVEL TIME THR[7 SUBAREA««< »»>USIPiG COMPUTER-ESTI�7ATED PIPESIZE (NON-PRESSURE Fi.OW} �«« -----------------------------------------------------------------____--------- --__.._..___..___�_____________________________�___�_�___�___------------------ ELEVATION DATA: CIPSTAEAMiFEETj = 404.00 DOWi�iSTREAkI{FEET) = 382.00 FLOW LENGTHIFEETj = 1200.00 MANNiI�FG'S N= 0.013 ESTxMATBD PIPE DTAME`!'EFt ( 2[dCH) �idCFtEASED `I'O 18 . 000 DEPTH pF FLOW IN 1$.Q INCH PIPE IS 1.9 TNCHES PIPE-FLOW VELOCITY{FEET/SEC.) = 3.11 ESTIMATED PIPE DIAMETER(INCH) = 18.Ofl NiJMf3ER pF PIPES = 1 PIPE-FLOWfCFSj = 0.31 PIPE TRAVEL TIME{MIN.) = 6.44 TcfMIN.} = 12.44 LONGEST FLOWPATH FROM NODE 105.20 TO NQDE 105.22 = 130D.Q0 FEET. ***r***r�w+r*+*tt*t+fff+**+rti*Yr*wy.+�w�w+*�*ir+Ww�r**wwy�tr��rtr*��**�t��*,ti.t,t** � --FLOW-PROCESS FRdM NODE I05.22 TO I3pDE 105.22 IS CODE _$1 »»>ADDIT�ON QF SUSAREA TQ MAINLINE PEAK FLpW««< ---------------------------------------------------------------------------- ----------------------------------------------------------�__________..__---- 1Q0 YEAR RAENFALL II3TENSITY{IN�H/HOUFt} � 4.099 USER-SPEC�FiED RUNOFF COEFFICIEN'P = .9500 S.C.S. CUi2VE NUMBER (Ai+IC II) � 92 SUBAREA AREA{ACRES) = 1Q.35 SUI3AREA RUNO�'FICFSJ = 40.30 TQTAL AREA{ACRES) = 10.4a 'i'0'I'AL FtUNpFF(CFS} = 40.52 TC{MINi = �2.44 !#iY i f* f it Y�Yli!*# ## Y# t#*�!Y Y* Y**i* f# f 1�Y� Y�f ik f YYiY� �r *y�! * f*�kiY*1�! �+f #�ky��i�i*##i** ##* i FLdW PROCESS FROi4 NODE 1D5.22 TO NODE 105.30 IS CODE = 31 ---------------------------------------------------------------------------- » »>COMPUTE PIPE-FLOW 'FRAVEL TIME THRU SUBAREA� « « » » >US�NG COMPiJTER-ESTIMATED PIPES�ZE {NON-PRESSUAE FLOW) «« < ELEVAT�ON DATA: UPSTREAM(FEET} - 3$2.40 DOWNSTAEA3�7(FEET} - 380.00 FiOW LENGTH(FEET► = 4Q0.00 MANNING'S N= 4.013 DEPTH OF FLbW IN 36.0 INCH PiPE IS 27.6 If1CHES PIPE-FLOW VELOCZTY(FEET/SEC.) = 5.99 ESTIMATED PIPE DIAMETER(IidCfi) = 36.40 iJUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4D.62 PIPE TRAVEL TIME{MIN.j = 0.95 Tc(MI�I.� = 13.39 LO�IGEST fiLOWPATH FROi�7 I30DE 105.20 TO [dODE 105.30 = �700.00 FEET. **#y t Yf #** Y i f i* i*******ttt*t f fitY4Y Y�Y#1�f Y#! iY! f Y#f Y�k�lk ik � YYYi Y Y�YiF1�44�k�YiY �Y�Y iF+i*+ FLOW PRDCESS FROM NODE 105.30 TO NODE 1D5.3D IS CODE = 81 , »»>ADDiTION OF SUBAREA TO 2+EAINLIN� PEAK FLOW««< i ________________________________�-��__--�,����,�-�-_----__,=T-_��_---����_�� 100 YEAR RAINFALL INTENSITYfINCI-I/HOUR) = 3.9D8 � USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMHER (AMC II} - 9z 5i7BAREA AREA{ACRE5) = 10.40 SUBAREA RUNOFF(CFS) = 38.b1 TOTAL AREAfACRES) = 20.B0 TOTAi� RUNOFF{CFS) = 79.23 TCSMTN} � 13.39 Y�Yr**Yrt�kYrtt**i� *t*Yr*t ** * # # # # # f �kf ! y��ryr yr � #*****# **** *Yr * * f Yr iF f f *+*Y� *!t# f i!Y*tk***i�* * FLOW PROCESS FROM NODE 105.30 TO D}ODE 105.50 I5 CODE = 31 --------------------------------------------------------------.._------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA« «< »»>USTNG COMPiJ'1'ER�ESTIMATED PIPESIZE (NON-PRESSi3RE FLOW} ««< ELEVA�'ION i3ATA: UPSTREAM(FEET) = 366.00 DpW[dSTFtE.�(FEET) = 365 00 �R FI,OW LENGTH{FEETj = 50.d0 MANNING'S N= 0.07.3 LIEPTH OF FLOW IN 36.0 INCH PIPE �S 27.Q INCHES PIPE-FLOW VELOCITY(FEET/SEC.) _ �3.94 ESTIMATED PIPE DIAI�4ETER(INCH) = 36.00 NiJ[�ER OF PIPES = i PIPE-FLOW{CFS) � 79.23 PIPE TRAVEL TIMEfMIN.} = 0.06 Tc{MIN.) = 13.45 LONGEST FLOWPATH FROM NODE 105.20 TO NpDE 105.50 = 1750.00 FEET. w*,+**+**++**�*****+**a***�*k**r******+tt+ts****w**+v�w�Wv�a�k*,r+****ww*****t** FLOW PROCESS FFtOM NODE 105.5D TO N4DE 105.50 iS CODE = 1 -----_-_-------------------------------------------------------_-------------- »»>DESIGNAT'E INT)EPENDENT STREAM FOR CdNFLUENCE««< »»>AND COMPUTE VARIQUS CONFLUENCED STRE.�M VALUES« «¢ TOTAL NUMBER 4F S'TREP.MS = 2 __�___-------- C4NFLUENCE VALUES USED FOR I23DEPENDENT STREAM 2 ARS: . TIME OF CO�ICENTRATION(MXN. ) = 13.4'S RAINFALL TNTFNSITY(INCH/HR} = 3.9Q TOTAL STREAM AREA(ACRES) = 24.80 PEAK FLOW RATE(CFS} AT CONFLUENCE = 79.23 ** CpNFLLTENCE DATA ** STREAM RLTNOFF TC II3'I'ENSITY AREA I3i.TMBER (CFS} (MIN.} (INCH/HOUR} (ACRE) 1� 81.71 12.9D 4.003 20.10 2 79.23 13.45 3.897 20.80 RAINFALL II3TENSITY AND 'i'iME OF CONCE�IT'RA'f'ION RATIO CdNFLUF.i�ICE FORMULA USED FOA 2 STREAMS. * * PEAK FLOW 12ATE TABLE • * STREAM RUNOFF Tc INTIIISITY NUMBER (CF5) {i+7IN, i (INCH/HOi3R) 1 158.65 12.90 4.003 2 �58.78 13.45 3.897 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEA1C FLOW RATE{CFSi = �5$.85 Tc(MIN.} = 12.90 TO'i'Ai� AREA(ACRES) = 40.90 LONGEST Fi,OWPATH FRdM NODE 102.30 T6 NdDE 1Q5.50 = 23700.fl0 FEET. *�k t** t t #*t f # ti f ## # #!f YY�YiY**�F* } # **Yr�F f Yr* ** **}**'k ******** ***� i f * *# **# f �Y i�Y�iYiY Y �k�# FLOW PROCESS FROPS NODE 105.50 TO IdODE lOb.00 �S COBE = 3i ----------------------...�....----__---------------------------------------_--_-_ »»>CQMPUTE PIPE-FLpW TRAVEL TZME THR[i SUBAREA« «< » »>USING CO2+IPUTER-ESTIMATED P�PESIZE (NON-PRESSURE FLQWj « « < � ELEVATIOi�i DATA UPS''I'REAM(FEET} = 365 40 DOWNSTREAM(FEETi = 360.00 � FLOW LENGTH(FEET1 = 10D.00 MANNING'S N= D.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.9 iNCHES P�PE-FLOW VELOCITY(FEET/SEC.1 = 23.31 ESTIMATED PIPE DIAMETER(INCHi = 39.00 NUMBER OF PIPES = 1 PIP�-FT,OW;CFS} = 158.85 PiPE TRAVEL TIME(MIN.) = 0.07 TC{MIN.) = 12.97 LONGEST FLOWPATH FROM NODE 142.30 TO NODE 106.OQ = 23840.00 FEET. �k t f f**tY##t #*#*!****t*##*##f f f f fy f Y Yi1��k} YY��IrW 1 f*yrtttfit f# Y W ik*'k**** *****YrYrlrtk** FLOW PROCESS FROM NODE 106.00 Tp NObE 1a6.00 I5 CODE _ � » »>bESIGNATE INDEPENDENT STREAM FOR CO[dFLUENCE«« < _�����__________________������________--_______=�===_____==____________-____ _�.. TOTAL NUMBER 6F STREAMS = 2 CONFLUENCE VALUES US�D FOR Ii1DEPENDEid'I' STREAM 1 ARE: TIME OF CONCENTRATION(idIN.i = 12.97 RAYNFALL INTENSITX(2NCH1HRi = 3.99 �raL sTR� a�.cac�sy = ao.9a PEAK FLOW RATE(CFS) AT COi�iFLUENCE = 15$.85 ******�*****+*****,r**+,r**+*******+***,.,,****�***..**********+*,..*«.*.,«**++**++ FLOW PROC�SS F'R0�'I NpDE 106.00 TO �IODE 106.00 iS COAE = 7 ---------------------..--------------..__----_______..________.._..-------------- » »>USER SPECIFIED HYDRpLOGY �NFOPMAT�O�I AT NObE«« < ------------------------------------------------------------------------------ USER--SPECIFIED VALUES ARE AS FOLLOWS: 'TC {MIi�I) = 16 . 65 RAIt�] IPITENSITY ( 2�1CH/HOUR) = 3. 4Q TQTAL AREAfACRESI = 5.95 'f`QTAL RUNOFF{CFS1 = 21.67 . *W«*i**wry�r��i**t*++rt**�wt*�rv.*r����+at�*+**�***r+*****#**w,r*+*,r******www**w �-FLpW PRpCESS FROM NODE lOb.00 TO NOD� 106.04 TS CODE = 1 ' »»>DESIGIdATE INDEPENDENT STREAM FOR CONFLUII�TCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STFtEAM VALUES«c« ---------------------------------------------------------------------------� -------------------------__---_-____---------------------_--_-------------------- TOTAL NUMBER pF STREAMS = 2 CONF'LUENCE VAi,UES USED FOR iN€)EPENbII�TF' STREAM 2 ARE : TIME OF CONCEI�TRAT�ON{MIN.} = 16.65 RAINFALL INTEI3SITY{�NCH/HR) = 3.40 TpTAL STREAM AREA{ACRES? = 5.95 PEAK FLOW RATE(CFS? AT CONFLUENCE = 21.67 '* CONFLUENCE DA'£A ** STREAM R�]NOFF 'Fc Ii�TI'ENSITY AREA NUMBER (CFS) {MIN. ) � (2�]CH/fiOURJ (ACRE) 1 158.85 12.97 3.989 40.9b 2 2Z.67 16.65 3.396 5.95 RAINFALL IIITENSITY AND TI�7E OF CONCENTRATION RATIO CQNFE,LTENCE FORi�7ULA USED FOR 2 STRF.FiMS. * * PEAK FE,OW RATE TABLE * * 5'i'REAM RUNOFF TC INTENSITY NUMBER {CFS} (MIN.} (INCH/HOUR} 1 177.30 12.97 3.989 2 156.90 15.65 3.396 COi�'1PUTED CQNFLUENCE ESTIMA'i`E5 ARE AS F4LLpWS: PEAK FLpW RATE{CFS) = i77.30 Tc{MTN.) = 12.97 � 7'OTAL AREA{ACRE5) = 46.85 LpNGES'T' FT.,OWPATI�i FROM NODE 1 D 2. 3 D TQ NODE 10 6. 0 0 = 2 3 8 D 0. 0 D FEET . � *t**r+�*r**t+**rtr***t�rrt**�t��+++titt�*ti�+w��+*+*�+**t*++�+.�aww**r*+sfrt*> FLOW PROCESS FROM NODE 346.00 TO NODE 107.00 IS CODE = 31 ---------------------------------------------------�------------------------ »»>CONiPU'I'E PIPE-FLOW TRAVEL TIME THRU SE.FSAREA««< »»>USI[�FG COMPUTER-£STIPfATED QIPESIZE (I30N-PRESSURE FLOWj «�« ELEVATION DA`FA: UPSTREAi+1(FEET) = 357.00 DOWNSTREAM(FEET} - 330.p0 R F�,OW LENG'TH ( FEET )= 5 5 0. 4 0 MP.NDIING' S[� = 0. 013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.1 INCHES PIPE-FLOW VELOCI`I'Y(FE�T/SEC.) = 24.03 ESTIMATED PIPE D3AMETER(INCH} = 42.00 NUMBER OF PIPES = 1 PIPE-ELOW{CF5) = 177.30 PIPE TRAVEL TIME{MIN.1 = 0.38 Tc(MIAi.} = 13.35 LONGEST FLOWPATH FROM NODE 102.30 TO NODE 107.00 = 24350.00 FEET. +t**+ist+t*+tfff***t*t+*+++i*s+**rt#wtrw�YY*#*yryrf��y�yW*�Y�'�1liM*##*******/r1r1r*ik** FLOW PROCE55 FROM NODE Za7.00 TO NODE 107.00 IS CpDE = 1 --------------------------------------------------------------------W------- »»>DESIGNRTE INDEPENDE�I'P STREAM FOR COI3FLUENCE<¢«< --------------_.._..________..--------------------------------------------------- ----------------------------------------------------------------------��---- TOTAL NUMBER OF STftEAMS = 3 COI3FLUENCE VAi�UES USED FOR INDEPENDErIrf STRE.�hI 1 ARE: TIrSE OF CONCENPRATION(MIN.} = 13.35 � RAI?�IF'ALL INTENSITY ( INCH/HRJ = 3. 91 TOTAi, STREAM AREA{ACRESi = 46.$5 PEAK FLOW RATS(CFS} AT CONFi,UENCE = 177.30 ,.,.*,.....,..x***.,..*.,**a.,....,.,.,...***.tt+*****t+f*+***f*+*+**t+:**tt+.f+++..*.w+�,rr* • FLOW PROCESS FROM NODE 106.9Z TO NODS Z06.91 YS CODE = 22 » »>RATIONAL N3ETHOD INITIAL SUHAREA ANALYS�S« «< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S. C. S. CURVE i3UMBER { p.MC I 2 j = 92 USER SPECIFIED TC(MIN.) = 5.000 lOD YEAR RAINFALL INfiFNS2TY(INCH/HOUFt) = 6.559 SUBAREA RUNOFF{�FS� = 3.74 TOI`AL AREAIACRE51 = 0.60 TOTAL RUNOFF(CF5) = 3.74 **:�....�„*,.�.�*a**�..�..*»*„**«�x**++***+*+**f***++*3**++++++*+++t*tff+...*,.w. FLOW PROCESS FROM �IODE 1D7.10 TO NODE 107.Oa IS CODE = I -------------------------�---------------------------------------------------- »»>DESTGNATE TNDEPENDEN'!' STRF.AM FOR CONFLUENCE««< ---------------------------------------------------------------------------- ____�__..�_____�______-____--_--_----------------------------------------------- `i'pTAL NUMBER OF S�'AEAMS = 3 COI3FLUENCE VALUES USED FOR TNDEPENi}ENT STREAi� 2 ARE : TIME OF CONCFNI'RATIpN{MII+1. J= 6.00 RAIPIFALL INTENSITY { T23CH/HR) = 5. 56 TOTAL STREAM AREA(ACRES} = 0.64 PEAK FLOW RATE ( CFS j AT CONFL1J�3dCE = 3. 74 i**Y*,r,rr�y.aa�ri.*+�rrt�++**+i.*+�**+**+,r*,t+*�*xxx*i.*�***�**i.i.��,t+**+wi.*,r*w***,r FLOW PROCESS FROM NODE 1.07.20 TO NODE 147.30 IS CODE = 21 -----------_-_----------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUSAREA ANALYSIS« « < USER-SPECIF�ED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NLTMBER (AMC II} = 92 � iNITFAL SUBAREA FLOW-LENGTii = 100.40 UPSTREAM ELEVATION = 386.OQ � DOWAISTREAM ELEVATIQN = 365.00 ELEVA`I'ION DIFFERENCE = 1.00 iJRBAI3 SUBAREA OVER.LAiVD TIME OF FLOW(MINUTES) = 2.700 TIi�E OF CONCENTRATIOi�T ASSUMED AS fi-MINUTES 100 YEAR RAENFALL INTENSITYiINCH/HOUR) = 5.559 SiJBAREA RUNOFF{CFS) = 0.31 TpTAL AREA(ACRES} = 0.05 TOTAL RUNOFF{CFS) = 0_31 ,r***�****************�*�******,r*******�**+�r*,r****�,**w*****,r*�*�****w******* FLOW PROCESS FROM NO17E 107.30 TO NODE 107.44 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-Fi,OW TRAVEL TIME THRU SUBAREA« «< »»>USIDIG CdMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOWi « « < ELEVATION DATA: [JPSTREAM{FEET) = 385.OD DOWNSTAEAi�f(FEET} = 373.00 FLOW LENGTH(FEET) = 800.00 MANNIidG'S N= 0.013 ESTIMATED PIPE DIAMETER{INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE I5 2.4 INCHES PIPE-FLOW VELOCIT`Y{�'EET/SEC.1 = 2.89 ESTIMATED PIPE DIAMETER{I�CH� = 1B.00 NUMBER OF PIPES = 1 PIPE-FLOW(CF5) = 4.31 PIPE TRAVEL TIME(MEN.} = 4.62 Tc(MIN.) = 10.52 LONGEST FLOWPATH FROM NODE 107.20 TO NODE 107.40 = 9D0.04 FEET. ******�**„*««****�..�***��****,.**,.*,.,.*,,,,,,**�..****�,.*****�********+****«**t«** FLOW PROCESS FROM NODE 107.40 TO NbDE 1D7.4p IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBARF.A TO kiP.zNLZNE PFAK FLOW««< ___--__------------------------------------------------------------------------ . 100 YEAR RAINFAI,L zNTENSITY(INCH/HOUR) = 4.538 USER-SPECIFIED RUNOFF COEFFICIENT = .9504 S.C.S. C[FRVE NUMBER fAMC Iz} - 92 SUBAREA AREA{ACRES) = 4.35 SiJBAREA RUNOFF(CFS) = 18.75 TOTAL AREA(ACRES} - 4.40 TOTAL RUNOFF(CFSj = 19.07 TC (MITFf = 10. 62 *+**+t**t*********x***�****�***«*,,***,.,,,,,.+,...***�+*�**************�***�**,,,,»� FLOW PROCESS FROM NODE J.07.40 TO NODE 107.SD IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIk1E THRU SUBARF.P.««< » » >USING CO23PUTER-ESTIMATED $SPESIZE {NON-PRESSURE FLOW) « « < ---------------------------------------------------------------------------- ----------__.._________________________�__..__________--------___�_�__�_�____� ELEVATI ON DATA : UPSTREADi ( FEE'I'' )= 3 7 2. 0 0 DQWNS'I`R�AM {�EET )= 3 67 . 0 0 PLOW LENGTH{p��) = 300.Ofl MANNING'S N= O.d13 DEPTH QF FLOW IN 24.D INCH PIPE IS 14.9 INCI-iES PIPE-FLQW VELOCITY(FEET/SEC.? = 9.30 ES'TTMAfiED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PTPE-FLOW(CFS} - 19.07 PIPE TRAVEL TIME {MIN. j= 0. 54 'i`c {MII3. }= 11 . 16 LONGEST FLOWPATH FROM idODE 107.20 'd`O NODE 107.50 = 124Q.00 FEET. ]F'!r'k*#'kYr'F'iftt tt* *4***Y f tY f�! tt tf t*YrYr*YY tt f i� Y 14i4i�ir# tY� *# f�! ##f f t# tf i Y*# flYr�! �k Y#t*t #*# F�,4W PROCESS FROM NODE 1D7.50 TO NQDE 107.50 iS CODE = 81 »»>ADAIT�ON pF SI7BAREA Tp MAINLIN� PEAK FLOW««< ---------------------------------------------------------------------------- 1D0 YF,P.R RA�NFALL TNTENSI`I'Y(INCH/HOUR) = 4.396 ' USER-SPECIF�ED RUNOFF CDEFFTCIF..NT = .95D� S.C.S. CURVE 1VL7MBER (AMC IIj = 92 • SUBAREA AREA(ACRES) = 3.70 SUBARFA RUNOFF(CFS} - 15.45 TOTAL AREA{ACRES) = 8.10 TOTAL RUNOFF(CFS) = 34.52 � TCfM�N1 = 11.16 xw****tt+t+**+w*+r�*r**ttt+**+*fr+***t+W�+*r�++ffr*#*+****xx*x�***+*+x***+�r FLOW PROCESS FROM NODE 107.50 7'0 NODE 107.60 IS CODE = 31 »»>COMPU'fE PZPE-F'I,OW TRAVEL TI2+3E 'i'HRU SUBAREA««a » »>USING COMPU3'ER-SSTFMATED PIPES�ZE (NQN-PRESSURE FF.OW)« « � ELEVATION DA3'A: UPSTFZEAM{FEET] = 3b8.00 DOWA}STREAM{�'EET) = 364.00 FLOW LENGTH(FEET} = 300.4� MAN@I�NG'S N= 0.013 DEP'i'H OF FLOW I[d 3Q.Q INCH PIPE IS 20.1 INCHES PIPE-PLOW VELOCI'4`Y(FEET/SEC.) = 9.85 ESTiMATEA PIPE i]FAME'I'�A(INCH) = 30.4Q NUi�BER OF PIPES = 1 PTPE-�'�,OW(CFS1 = 34.52 PIPE TRAVEL T`IME{MTN.) = a.51 TC{MIN.j = 11.67 �,dNGEST FLOWPATH FROM NODE 107.20 TO NODE 107.60 = 1500.00 FEET. ******++*****�*�++**,r*+,r**....,,.,.«**+**ft*+++**++***ttt*+++*tt�r�rtwv.,+********«* FLOW PROCESS FROM NODE 107.60 TO NODE 107.60 IS CODE = 81 _--_--------------------------------------------------------------------------- »»>ADDITYODT OF SU�P.REA 'I'0 MAINLINE PEAK FLOW««< ------------------------------------�_____.._..----__-------------------------- _---___--_____�_�______________W--__-------------------------------------------- 10a YEAR RATNFAi,L INfiF1�TSxTX(INCH/HOUR} = 4.272 L78ER-SPECIF�ED RLTNOFF COEFFICIEAiT = .9504 B.C.S. CURVE NUMBER (1�C xT) = 92 SUBAREA AREA{ACRES� = 3.80 SUBAREA RUNOFF{CFSj = 15.42 TOTAL AREA{ACRE81 = 11.90 TOTAL RLiNOFF(CF51 = 49.94 TC{MIN) = 11.67 � ****�**r+*r+ir*+y�*tx+*�w*,r,r*****�***+,r��*��***w**wa�r*,rw«*****+.�*t***+it**+** FLOW PitOCESS FROM NQDE 107.6� Td NODE 147.00 IS CODE = 31 »»>CpMPUTE PIPE-FLpW TRAVEL 'i`IME THRfJ SUBAREA««< » »>USING COMPiJTER-ESTiMATED PYPESIZE {NON-PRESSURE FLOW) « «< -------------------------------------------------_--__------------------------- --------_��----------------------------------------------------------------- EL�lAT20N DATA: CJPS'I'REAM(FEET} = 363.00 DOWNSTREAM{FEET} = 337.OD FLOW LENGTH(FEETJ = lOp.00 MANNING'S i�i = 0.013 DEP`i'Fi OF FLOW IN 21 . Q iNCH P�PE IS 12. 6 INCHES PFPE-FLOW VELQCi'FY(FEE"f'/SEC. } = 33.20 ES`FYMATED PIPE DIAMETER(YNCH} = 21.00 NUMBER OF PEPES = 1 PIPE-FLOW(CFS) = 49.94 PIPE TRAVEL TIME(MIN.) = Q.QS TC{�zN.} = 11.72 LONGEST FLOWPATH FRObf NODE 107.20 fi0 �IODE 107.00 =�fi00.00 FEET. �*+++*+*tf++*t++t*++,.++iti.***....+wti*.+�+*r�*++**+*****+*****�*,.,.�«�****+,.* FLOW PROCESS FROii PIODE 107.00 TO NODE 107.D0 IS CObE = 1 ---------------------------------------------______--_--___-_____-------------- »»>DESIGNATE INDEPENDE�7'I' STREAM FOR CONFiUF.b10E««< »»>AND CQMPUTE VARYOUS C�i�iFLUENCED STREAM VALUE$««< --_____-----------------_------------------------------------------------------- --------------------------------------------------------------_-------------- TOTAL NUMBER OF S'i'REAMS = 3 CONFLUENCE �IALi7ES USED FOR INDEPENDENT STREAM 3 ARE: TYME OF COI3CENTRATIQN(MIN.} = 1�.72 RAINF'ALL Ii1'PENSiTY { INCH/HR) = 4. 26 TOTAL 5'i`REAM AREA(ACRES) = 11.90 PEAK FLOW RATE{CFSf AT CQNFLUENCE = 49.94 • * * COPIFLI3�ICE DATA * * STREAM RL�TOPF TC NUMI3ER ( CFS } ( [�IN. ) 1 177.30 13.35 INTENSI'iY AREA (INCH/HOUR) IACRE} 3.9Z5 46.85 � � L_ J 2 3.74 6.00 6.559 0.60 3 49.94 11.72 4.260 11.90 RAII3FALL IN`FENSITY AND i`EME OF CONCF�ITRATION RATIO CONFLUENCE FORN3UI,A USEI] FOR 3 STREAMS . *'� PEAK FLOW RATE TASLE ** S'PFtEAM RUNOFF Tc I4�I'I'ENSITY NLTMBER (CFSi {MIN.) (INCH/HOURi 1 341.99 fi.OQ 6.559 2 215.30 11.72 4.260 3 225.42 13.35 3.915 CQMPVPED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFSj = 225.42 Tc(MIN.? _ 'i'OTAL AAEA{ACRE51 = 59.3'S LONGEST FLOWPATH FROM NODE �02.30 TO NODE 13.35 107.00 = 24354.D0 FEET. #Y t*+itir*f **YriY f *Yr iF iF w * **i� *�Ir*frirY� *w fe�lrYr iFw*M*w *Yri� * x iF�lr* k * * ** ****** **�Ir**ir Yr **** *# R*w FLQW PROCESS FRON4 t30DE 107.00 'I`0 NODE 107.94 TS CODE = 31 »»>COMPLiTE PIPE-FT.�OW TRAVEL TEME THRU SUBAREA««< »»>i15�NG COMPL3TER-ESTIM,ATEA P�PESZZE (NON-PRESSURE FLOW) ««< __---_------------------------------------------------------------------------ ELEVATION DA'i'A: UPSTFtEPM(FEET} = 330.00 DOWNSTREAMfFEETj = 329.00 FLOW LENGTH(FEBT) = 20.00 MAI3NSNG'S N= 0.013 DEP'FH OF FLOW TDI 45.0 INCH PIPE IS 33.5 INCHES PIPE-FLOW VELUCITY(FEET/$EC.} � 25.$6 ESTIMATED PIPE DTAMETER(INCI-Ij = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 225.42 PIPE TRAVEI.� ?'IME(MIN.} � p.pl Tc(MYN.) = 13.37 LONGEST FLOWPATH FFtOM NODE 102.30 TO NODE 107.90 = 2437fl.00 FEET. f YrYrYrYrhYr*Yr* ******** *** **i ********# *** **** *#* f * i****i�*�"ki f �kYiF#�ryr W i�yr�iY#Y�f �YYi # FLOW PROCESS FR0�4 i�IOTIE 1D7.9a TO NODE 107.90 IS CODE = 1 »»>DESIGIdATE zNpE�ENDEN'I' STREAM FOR CONFLUENCE««< ==________asa�a�x�____-������x____._____»______»c�-w�-�==_=====c-=^==__=====c TQ'i`AL NUMBER OF STREAMS = 2 C�NFLiiEI+iCE VALUES CiSED FOR �NDEPENDENT STI�EAM 1 ARE: 'I'IME OF CONC�NT'RATION{MiN. } � �3.37 RAINFALL IN'i'ENSITYfINCH/HR} = 3.91 . TOTAL STitEAM AREAfACRES} = 59.35 PEAK FLpW RATE(CF5} A`i' CONFLUENCE = 225.42 ��.���+*.t.t**++*t��++��*��*�*+t+�*++f**++��++*+t*****...x***++�.*x*+***.*** FI,OW PROCESS FROM NODE 107.91 TO NODE 107.91 IS CODE = 22 ---------------------------------------------------------------------------- »»>RATIdNAL ME'I`HOD INITIAL SUBAREA ANALYSIS« �<t USER-SPECFFIED RUNOFF COEFFICIENT = .9500 S.C.S. CE7RVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.} = 6.000 100 YEAR RAINFP.i,L INTENSITY(INCH/HOUR} = 6.559 Si7BAREA RUNOFF{CF$) = 6.23 TO'I'AI, AREA(ACRESj = 1.00 TpTAL RUNpFF(CFS) = 6.23 a*+***x*,r*x++**ti.+++f+�i.{fi.tt+t+++{+++i..�tf+t�+tr�,ti*a��rr*s**a�i**�r*+t*xst*r♦ FLC?W PROC�SS FAONS �lOT1E 107.91 TO I+�ODE 1D7.94 I$ CODE = 1 -------------------------------_--------_---_--____--_____----------------------- »»>DESIGNA'T'E INDEPEi�TDENT STREAM FOR CONFLiiENCE««< � __»»>AND COMPUTE VARIOUS COFIFLUENCED STREAM VALUES««< JWTOTAL NUMBER OF STREAt�7S = 2 CONFLlJENCE VALUES USED FOR II3DEPENDEN'i STREAM 2 ARE : TIi�fE OF CONCEN'i'RA`FI4N(MIN. ) = 6.00 FtAINFALL INTENSITY(INCH/HR) = 6.56 'FOTAL STREAM AREA(ACRES) = 1.QQ PEAK FLOW RATEICFS} AT CONPLUENCE = 6.23 * * CONFi,UEtJCE DATA * * STREAM RUNOFF Tc IFI'i'k�7S2TY AREA 23EJMBER (CFS1 fMYN.f (INCH/HOUR} {ACRE) � 225.A2 13.37 3.912 59.35 2 6.23 6.40 6.559 �.00 E2AINFALL IN`I`ENSX'1'Y AND TIME OF CONCEN'�'RA'I'ION RATIO CONFLUENCE FORMULA USED FOR 2 STitEP,MS . '* PEAK FLOW RATE TABLE ** S'FREAM RUNOFF Tc iN£E�iSITY NiJMBER ( CFS } { MIDI . } ( INCH / HO�FR? 1 7.40.69 6.00 6.559 2 229.14 13.37 3.912 COMPU'i`ED CONFLLiENCE EST�MATES ARE AS FpLLOWS : PEAK FLOW RATE(CFS) = 229.J.4 T�{MIN.j = �3.37 TOTAL ARF.A(ACRES) = b0.35 E,0�IGEST FLOWPATH FROt+S idODE 102.30 TO I30DE J.07.90 = 24370.00 FEET. � �!*it#Ytw' ***�M **'k Yr1FY'# f * f ** �k YrtkYrYr** **1e'k*f'YrM�t *#*****'k�A'Yr*****'k'k14�F'�* #ti*t #tYe*tk*tkYr * * FLOW PROCESS FROM NODE 107.94 'T'0 PIODE lOB.00 xS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA« «< »»>L3SII3G COMPUTER-ESTIMATED P�PESIZE (NON-PRE55URE FLpW}««< -----------_------------------------------------- ELEVATIOPI DATA: UPSTAEAM(FEET) = 329.00 DOWNSTftEAM{FEET) = 300.00 FLOW LENGTH(FEET} _ �80.04 MANNTNG'S N= 0.013 DEPTH QF FLOW IN 36.0 INCH PIPE IS 27.4 INC4iE5 PIPE-FLOW VELDCITY(FEET/SEC.} � 39.65 ESTIMA�`EA PIPE DIAMETER{INCii} - 36.00 NUMSER OF PIPES = 1 PIPE-FLOW(CFSj = 229.14 PIPE 'i`RAVEL TIME(MIN.) = 0.08 Tc{MIN.) = 13.44 LONGES'I' FF,OWPATH FROM NODE 102.30 TO I30DE 108.00 = 24550.00 FEET. *w�*i.�l.kvcir**++***+***w,ti.***+�*v.+**++t+*�*kt**w�***aw+it+++****trr****a�****+w* FLOW PROCESS FROM NODE lO8.Q0 TO NODE 108.00 IS CODE = 1� »»>DESIGNATE INDEPF�FDENT STREP.M FOR CONFLU�NCE««< YY'I'pTAL�NU2+IDER OF S'I'REAI�fS = 2 COI+FF'L�TENCE VALUES USED FQR INDEPENDE�FT STFiFP.M 1 ARE: TIi+�E OF CONCENTRATION(MIN.) = 13.44 . itAINFALL iNTENSITY(INCH/HR) = 3.90 TOTAL STREAM AREA(ACRES) = 60.35 PEAK FLOW RA�E(CFS) AT CONF'F.UENCE = 229.�4 ****r*,r,r*xt,t+t*rrra*f**+*,rx**i.*++t�*+*+*+x*+++***x**ti.�ii�*+tt+*+++�+rrw+**+ FLOW PROCESS FROM NdDE 108.00 `I'O NODE laa.aa xS CODE = 7 ---------------------------------....�_---------------------------------------- »»>USER SPECTFIED HYDROLOGY INFORMATION AT NdDE« «< ._� ______---___�_���------------===-w��===________--__________________-----____ � � • USER-SPECIFTED VALUES ARE AS FOLLOWS: TC(MIN) = 12.24 RAIN IF�'I'EPISIi'Y{zD7CH/HOUR) = 4.14 TOTAL AREA{ACRES} = 16.25 TQ'f`AL RL3�IOFF{CFS} = 69.61 +*+.*�***,t*Wtrr**a+***kw�****,t,t*,tw*w*f#*t+*++*++.w**+x+*w*t*trttt*********w**** FLOW PROCESS FRO[�f NODE 106.00 TO NQDE 108.00 IS CODE = 1 »»>DESIGNATE INi]EPENDENrt STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARi011S CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREP.MS = 2 CONFLUEI3CE VALUES USED FOR INDEPENDENT STAEAM 2 ARE: ?'FME OF CONCENTRATION{MIN.} � �12.24 RAINFALE. IN"I'�'1VSITY(I�ICH/HR} - 4.14 TOTAL STRE.a.M AREAfACRES) = 16.25 PEAi{ FLOW RAT`E I CFS } AT CQNFLUEI3CE = 6 9. 61 * * CONFLUEAICE DATA * * STREAM FtUNOFF TC INTF�TSITY AitEA NUi+FBER (CF5) (MIN. ) (INCH/HOETR} (ACREi 1 229.14 13.44 3.698 60.35 2 69.61 12.24 4.141 16.25 iZAENFALL XNTEt35ITY AND TTI�fE OF CONC£NTRATION RATI4 CONFF,UENCE FORMULA USED FOR 2 STREAMS. ** PEAK F'LOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER {CFS) (MZN.i (INCH/!-IOUR) � 2$5.30 12.24 4.141 2 294.66 13.44 3.89B CO3�iPCi'I'Ei) CO�TF'LUED3CE E5TIMATES AAE AS FOLLOWS : PEAIC FLOW RATE(CFSi = 294.66 Tc(MI23.} _ TOTAL AREAIACRES} = 76.60 LONGEST FLOWPATH FROM NOAE 102.30 TO NODE 13.44 108.00 = 24550.aD FEET. tt ***Yr* ****it�'t't*1****�kt �FYr ***# **i'1MY'iFy y►* f i** t 1r f*Y� ****�Y��y t f#******lrYr*** f*'k't#Y FLOW PROCESS FROM NODE 1D8.00 TO NOF1E 11J..00 IS CODE = 31 ------------------------------------------------------------------------___-_--- »»>CO[�fPU'FE PIPE-FI,OW TRAVEL TIME THRU SiTBAREA««< » »>USTNG CONiPUTER-ESTTMATED PIPESIZE (NON-PRESSURE FLOWi « «< -=--------------------�__�--------- ---------------------- ELEVATION DATA: UPSTREAM(FEET) = 296.OQ D04�R�I5TREAM(FEET) = 292.00 FL4W i,ENGTH { FEET }- 53 d. 0 0 3�7ANAII3�FG' S N= 0. 013 DEP'FI-i OF FLOW IN 66. fl INCH PIPE IS 52.7 iNCHES PIPE-FE,OW VEF,OCITY{FEET/5£C. ) = 14.49 EST�MATED PIP� DiAMETER{INCH) = 66.OD NUMBER OF PIPES = 1 PIPE-FLOWICFSi = 294.66 PIPE TRAVEL TIME(MIN.i = 4.72 TC(MIN.} = 14.17 LONGEST FLOWPATH FROM I+IO�E 1d2.30 TO NODE �11.OQ = 2$180.00 FEET. x+,t*+�wrrt++*r*w++**+++w*++********�******ttw+tt+*ttwr*x+ki.,t+*t+�s*k*++w*rx* FLOW PROCESS FROM NODE 111.OQ �`Q NODE 111.00 IS CODE = 1 »a»DESIGfIATE IidDEPENDEN'f STREAM FOR CONFLUENCE««< TOTAi, NUNFBER OF STREAP7S = 3 CONFLiTENCE VAI,UES iJSED FOR INDEPENDENT STREAM 1 ARE: TIME OF COI�iCENTRATION(ASIN.1 = 14.17 RAINFAI,L TI3TENSITY ( INCH/HR} = 3. 77 . TOTAL STREAM AREA(ACRES) = 76.60 P�AI{ FLOW RATE(CFS� AT CONFLiJENCE = 294.65 �.��****,.***�.���,�*.+..*t��*+++++*++*�**+**��**�**,.,.*++�++******+*+**���+++. FLOW PROCESS FRpM 230DE 111.1D TO NQDE 311.10 IS CODE = 22 ___-------------------------------------------------------------------------- » »7RATIONAL METHOD INI'i`IAL SUBAREA ANALYSIS<c« < ---------------------------------------------------------------------------- ----------- ---------------------------------------------------_ _ __------_--_----- USER-SPECIFIED RUNOFF COEFFICIENT = .9504 S.C.S. CiFRVE NUMBER (AMC IE] = 92 USER SPECIFIED 'FC(MIN.j = 6.QOQ �00 YEAR RAINFAI,L IN'tENSI'FY(INCH/HOUR) = 6.559 SLTBA�'� RUNOFF{�FS) = 2.$4 TQTAL AREAfACRE5) = a.45 'I'OTAL RiJidQFF(CFS) = 2.80 �k+i Y Y Y�1! YY **1r***YrYrYr f *Yr * * **** * * * * * # # #** *** i*i� *f 4 �YY r*++t i * t*****+tt*s*t+*+t+rt FLOW PROCESS FROM NODE 11i.10 TO NODE 111.OQ IS CODE = 1 ------------------------_---------------_-___--------------------------------- »»>DESIGNATE INDEPEND�t�'I' STRE.�M FpR CQAiFLUENCE«t« ------------------------------------------------------------__--_----_-----____- -------------------..__________-_-------------------------------------------- TOTAL NUMBER OF STAEAMS = 3 COAFFLUENCE VAL[3ES US�D FpR INDEPEl�i�ENT STREAM 2 AftE : TIA4E OF CONCENTRATY4N{MIN.j = 6.Od RAI�IF'ALL INTE2+IST'T'Y { iNCI-i/HR} = 6. 56 TOTAL S'iREAM AREA(ACRES) = 0.45 PEAK FLOW RA3'E(CFS? AT CO23FLUENCE = 2.8Q ..*+.+t*..**.*++******..w.�...�t�..+.*++*t**+**++*+.,***..�***+�******+*+*�*+*+++* FLOW PRbCESS FROM NODE 111.20 'I'� N4DE �11.20 ES CODE = 22 . -_» » >RATIONAL„METHODTINITIAL-SUBAREA-ANALYSIS««<-==�"=-J-Jy�=====yJyYY- i3SER-SPECIFIEA RUNOFF COEFFICIEi�TI' _ .550Q S.C.S. CURVE NLTMBER {p�C IIj = 68 USER SPECIFIEi? TC(MIN.} = 6.000 100 YEAR RAINFALL IN'FENSITY(II3CH/HOUR) = 6.559 SUBAREA RUNOFF(CFS} = 3.61 TOTAL AREA(ACRES) = 1.00 TOTAL RL3NOFF(CFSj = 3.61 *+******«.�r+***+.i++�::*r.,r�*t**++++*t:*+rf++****«,rwww�******,r****�+**+*.*+ FE,OW PROCESS FROM NODE 111.20 TO NODE 111.OD IS C4DE = 1 ---------------------------------------------------------------------------- »»>DESTGI3ATE INDEPENDENT STREAM FOR COIdF'LiiENCE««< »»>AidD COMPLPI'E VARIOUS CONFLUENCED STREAM VALUES««< TOTAL �1UMBER OF STREAMS = 3 CONF'L[3ENCE VALiiES USED FOR II3DEPENAEN'I' STR�AM 3 ARE: TTs7E OF COI3CEN'PRATION{MIN. ) = 6.00 RAINFALL INTENSITY(INCH/I-iR) = 6.56 TOTAL STREAM AREA(ACRESI = 1.D0 PEAK FLOW R.A�'E ( CFS ) AT COI3FLUENCE = 3. 61 ** CONFLUENCE DATA '* STREAM RUNOFF Tc INTENS�TY AR.EA NUNiBER {CFS} (MIN.i (INCH/HOUR1 {ACREi 1 294.66 14.17 3.768 76.60 2 2.80 6.00 6.559 0.45 3 3.fi1 6.00 6.559 1.00 RAINFALL IN'I`ENSTTY AND TIME OF C013CFNTRATIOI3 RATIO � CONFLUENCE PORMULA USED FOR 3 STREAMS. � *� PEAK FLOW RATE TABLE ** S'FREAM RUNOFF TC INTENSITY NUMBER �CFS? (MIN.} {INCH/HOUR) 1 175.71 6.00 6.559 2 175.71 6.00 6.559 3 298.35 �4.17 3.758 COMP[3TED CONFLUF.idCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RA'I'E(CFS) = 298.35 Tc(MIN.) = 14.17 TOTAL AREAfACR�Si = 76•05 LONGEST FLOWPATH FRQM NODE 111.20 TO NODE �11.00 =*******" FEET. r*�>+***++*++w*w*w*��**,r�**�*+t+**w***w*+**rf**r�«ar*+.*++kr*x+**+***,r+++**** FLOW PROCESS FROM NODE 111.00 Tp NODE 115.04 IS CODE = 31 ------------------------------------------------------------------------------ »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUSAREA« «< »»>USING COMPUTER-ESTrMAT`ED PIPESIZS (idON-PRESSURE FLdWj ««< -----------------------..____..__ ELEVATION DATA: UPS'I'FtEAM(FEET) = 290.00 DOWNSTREAM(FEETj = 285.Q0 FLOW LENGTHSFEET) = 12D.OQ MANNING'S N= 0.013 DEP'i'H OF FLOW IN 51.0 INCH PIPE I5 39.3 INCHES PIPE-FLOW VELOCZ'FX(PEET/SEC.) = 25.46 ESTYMATED PIPE DiA�4ETER ( INCH} = 51 . 00 i�FEJMBER OF PxPES = 1 PIPE-FLOW{C�'S) = 298.35 PIPE TRAVEL TIME{MIN.) = 0.0$ Tc(MEN.) = 14.25 LONGES`i' FL�C}WPATH FROM NODE ���.20 TQ NODE 115_OQ =*'*****• FEET. #tYr *t *Yr*� 1� Y� �k f****i# f tk #'1t1** *** i i! Y i t t*****i� **Yr iF iF *iF *****ir ##}*f 1# Y f*Yi *!Y f Y! Y#Y FLOW PROCESS FROM NODE 115.04 TO NODE 115.a0 IS CODE = 1 . ------------------------------------------------__________------------- »»>DESIGNA'iE INi?EPENDENT STREAM FOR CONFLUEI3C�««� TOTAL AIUMBER OF STAEAMS = 3 CONFLEJENCE VALUES USED FOR INDEPEi+TDFNP STREAM 7. ARE: TI�3E OF CONCENTRATiON{MIN.) = 14.25 RAINFALL IN'I'ENSITY{YNCH/HR) = 3.75 TOTAL STREAM AREA(ACRESI = 78.05 PEAIC FLOW RATE(CFS} AT CONFLUF�iCE = 298.35 +t*++***+.,ri.w�**�**f�.t�*+��*r+*++++**+*t+**t**x***+**�*t�++irv.ir�r+rtr*+t++t**++f* FLOW PROCESS Fi20M NQDE 112.10 TO NODE 112.2D TS CODE = 21 ---------__....--------------------------------------------------------------- »»>RATIONAL METHOD INITIAi, SilBAREA ANALYSIS««< iFSER-SPECIFIED RUNOFF COEFFICIEid'I' � .9500 S.C.S. Ci3RVE NUMSER (AMC II) = 92 INTTIAL SETBAREA FLOW-LENGTH = l0p.Q0 UPSTREAt4 ELEVATION = 321.00 AOWNSTREAM ELEVATION = 320.00 ELEVAT20�3 DIFFERENCE = 1.00 URBAN SUSAREA OVERL�AND TIME OF FLOW(MTNUTES? = 2.700 TINSE OF CONCENTRATION ASSUMED AS 6-MI�TUTES 100 XEAR RAINFALL INTEN52TY(II3CH/HOUR1 = 6.559 Si3BAREA RUNOFF(CFS) = 0.62 TOTAL AREA.(ACRESi = 0.10 TOTAL RTJNOFF(CFS) = 0.62 ****...*,.��*******+*+,,��*t�„�+++f++++******.,,********++*+*+t*,..*�+*+*++**+*** FLOW PROCESS FRO�S NODE 112.20 TO NODE 112.30 IS CObE = 3� ------------------------__------------------------------___-------------------- • »»>COMP[J'I'E PIPE-FLOW TRAVEL TIME THRU SUBAREA««< � -_» » >USING-COMP�T'I`ER`ESTIMATED-PIPE52ZE-(NON=PRESSURE-F�OW}« « <---------__ ELEVATION DATA: UPSTREAM(FEET) = 320.00 DOWNSTREAM{FEET} = 303.00 FLOW LENGTH(FEET) = 840.00 M.�NNTNG'S N= R.fl13 ESTIMA'I'ED PEPE DYAMETER(INCH) INCREA$ED TO 1B.DD0 DEPTH OF FLOW EN 18.0 INCH PIPE I5 2.6 INCHES PIPE-FLOW VELOC�TY(FEET/SEC.} = 4.0� ESTIMATED PIPE DIAMETER(�NCH} - 18.00 NUMBER OF PIPES = 1 PIPE-FiOW[CFS} = O.b2 PIPE T47AVEL TIME (MiN. )= 3. 33 TC {M�N. j= 9. 33 i3OAFGEST FLOWPATH FROM NODE 112.10 TO NODE 112.3D = 900.00 FEE3'. ******..+�***+,r�**..+.�+*+++�*�+*t*�++****«***x*.*.*,.**+*+**�*�***�*********� FLOW PROCESS FROM NODE 112.30 TO NODE 112.30 IS CODE � 81 »»>P,DDZTI0D3 OF S[FBAFZEA 'i'O i�7AINLINE PEAK FLQW««� 100 YEAR RAINFALL INTENSITY(IdVCH/HO[3Rf = 4.935 USER-SPECIFIED RUNOFF COEFFICIENf = .9500 5. C. S. CURVE NUI"IBER ( AMC I I 1 = 92 SUBAREA AREA{ACRESi = 5.10 SUBAREA R[iriOFF{CFSi = 23.91 'i`O'I`AL AREA(ACRESj = 5.2d 'PO`f'AL RUIVOFF(CFS) = 24.53 �C (Mz�f = 5 .33 - iFYrrt ** ** ****IF�1t**t tt# ##*!**t**t***tkYr*�kYrYrYrYr*Yr itYr iF*Yr** ***'ktt#i'#*i� 1*f #*Y i#t#t# f f!t FI,OW PROCESS FFtOM NODE 1�2.30 TO NODE ].J.5.00 I5 CODE = 31 -------------------------------------------------------------------------------- »»>COMPLT`i'E PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »» >USTNG COMPUTEA-ES'i'IMATED PIPESIZE (NON-PRESSURE FLOW1 « « < . ` EI,EVA'i'ION DATA UPSTREAM(FEE'i') = 292.00 DOWidS'I'REAI�4(FEET} = 285.00 FLOW LENG'f'H{FEET) = i44.00 MANNING'S N= O.Oi3 AEP'i`H OF FI,QW IN 21.0 ENCH PIPE IS 32.8 INCHES PIPE-F'LOW V�LOCITY(FEET/SEC.) = 16.02 EST�MATED PIPE DIAME'PER{II3CH} = 21.04 NUMBER OF PIPES = 1 PZPE--FLOW{CF5) = 24.53 PIPE T1tAVEL TEME(MIN.� = O.�a 'Fc{MIN.) = 9.�3 LONGEST FLQWPATH FROM NODE �12.10 TO NODE 115.00 = 1D00.00 FEET. *a.t*,t*i.ww*�.»*s*+**t**++.**r**+*«sw*+.*x�a********+*+*�+*www,rr++tr*++*ttttt*+* FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 I5 CODE = 1 ---------------------------------------------------------------------------- » » >D£SIGNATE INDEPENDENT STREAM FOR CQNFLi]ENCE««< TOTAi� NUMBER QF STREAMS = 3 CONFLUE3dCE VALUES USED F4R INi�EPENbENT STREAM 2 ARE: TIME OF CdNCENTRATZON(MTN.j = 9.43 RAINFALL INTENSITY(INCH/HRi = 4.9D TOTAL STREAM AREA(ACRES} = 5.20 PEAK FLOW RATE(CFS) AT COI+iFLUENCE = 24.53 +*tt.**.+*��**„�***�****�+*+**�++*..�+v..rt�*******+++�******�.,,.,.x*..,,..****�+w FLOW PROCESS FROM NOAE 115.40 TO NODE 115.00 IS CODE = 7 -----------------------------------_-__-___-_-------------------------------- »»>USEA SPECIFIED HYDROLOGY INFORMATION A�` NODE«« < USER-SPECIFIED VALUES ARE AS FOLLOWS: fiC(MI[�i} = 13.25 RAIN II3TENSITY(INCH/HOUFt) = 3.93 'TOTAL AREA(ACRES) = 34.71 TOTAL RUNOFF{CFSj = 90.00 . *ifti.+++*r�ra�tr*++++r++*+t****�ar*,r�*r+*xx+****x**f+rr-rfa�r*s�rr***:r**+**r+�*+ � F�OW PROCESS FROM NODE 115.00 Td NODE 115.a0 IS CODE = 1 »»>AESIGNATE INDEPENDENT STR��M FQR CONFLUEAICE««< »»>ANA COMPU'PE VARIOi35 CONFLUENCED STREAM VALUES««< 'PO'I`AL NUMBER OF S`r'REAMS = 3 CONFLUENCE VALUES USEI} FOR INDEPEidDEN'!' STREAM 3 ARE: TIME OF CONCENTRATIOid{MIN.) = 13.25 RAINFALL INTENSITY(INCH/HR} = 3.93 TOTAL STREAM AREAfACRE5) = 34.71 PE11K FLOW RATE(CFS} AT CO�IF'LUENCE = 90.00 ** COI3FLUENCE DATA '* STREAi�S RUNOFF Tc INFENSITY AREA NUMBER {��'�) {MIN.) (�NCH/HOUR) IACitE� 1 298.35 14.25 3.755 78.05 2 24.53 9.43 4.90fl 5.20 3 90.Oa 13.25 3.935 34.71 RAYNFAi�L Ii�iTEidSITY AND TIME OF COFFCEI�F'PRATION RATIO C4NFLUENCE FORM[Tl��1 USED FOR 3 STREP,N3S . "�* PEAK Fi,OW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMSER (CFS} IMIN.) {INCH/FfOUR) 1 325.43 9.43 4.900 2 394.42 13.25 3.935 3 403.04 14.25 3.755 CON3Pf3'I'ED C4NFLUENCE ESTIMATES ARE AS FOLLOWS : • PEAK FLOW RA7'E(CFS} - 403.04 TC(MIN.) = 14.25 TOTAL AREA{ACRE81 = 1�7.96 LONGEST FLOWPATH FROM PIODE 111.20 TO NODE 115.00 =""'***** FEET. **t***+***,rw�***�w***w�*r+t*******«w+�aa***+*�r�rww*t**+****tw«w�k*+,r+***k*�x� FLOW PROCESS FRpM NODE 115.00 TO NODE 116.OQ IS CQDE = 3J. -----------------______-----------------------------------------____-______-- »»>COMPUTE PIPE-FLOW TRAVEE, TIME 'PHRU SUBAREA««< »»>USING COMPi3TER-ESTIMATED PIPESIZE (NON-P1tESS[T�tE FLQW1 ««< ---------------------------------------�_____ ELEVATION DATA: UPSTREP.3+3(FEET) = 290.00 DOWNSTREAM(FEET) = 256.00 FLOW LENG'I'HfFEE�`) = 480.4a MANNING'S N= 0.013 _ DEP'£H OF FLOW IN 54.4 INCH P�PE IS 44.0 INCHES PIPE-FLOW VELOC�TY(FEET/SEC.) = 29.06 E5`i'IMA'I'ED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLdW(CFS} - 403.04 PIPE TFtAVEL TIME{MIN.? = 4.28 Tc{MIN.f = 14.52 LONGEST FLOWPA`i'H FROM NODE 111.20 TO NODE 1J.6.00 ='�'***** FEET. ,t++*,t*+�srr++t+t�*+�sw*wxw*t�l.+t+fW+#*******�t+**w,r*t+*,t****rr*r+++itttt**w**x FLOW P3tOCESS FROM NODE J.1b.Od TO NdDE 115.00 IS CODE = 1 ----------------------------------_-_------------------_____------------------ »»>I?ESIGI3ATE INDEPENDENT STREAM FpR C4NFLUENCE««< 'FOTALyNUMBER OF STRE.�MS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREADS 1 ARE: . TIME OF CONCEi�i'I`RATION(MIN. } = 14.52 RAINFALL INTF.3dSITY ( I�iCH/HR� = 3. 71 '�'OTAL Si'REAM AREA{ACRES) = 117.96 PEAK FLOW RATE{CFS) AT CONFLUENCE = 403.04 • � **++*t*+++*****+���wt*t�*ft++*****�x**�x********�+*�++w�t�*f***+w++++**+f*+f FLpW PROCESS �ROM NODE 116.10 TO NODE �16.10 IS CODE = 22 »»>RATIOI+IAL MEi`I-IOD IN�TIAL SUBAREA ANALYSIS««< USER-SPECIFTEO FtUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER {AMC II) = 92 USER SPECIFIEiI TC (MiN. }= 6. 000 100 YEAR RAINFALL �NTENS�TY(INCH/IiOLiR) = 6.559 SUSAREA RLINOFF(CFS} = 2.80 TOTAL AREA(ACRESI = 0.45 TOTAL 1�UNOFF(CFS) = 2.B0 +�t*t*:**,...�.++***t*++�*+++**t***..***««**,.******,.*.>***t+.**+++******+*****+ FLOW PROCESS FROM i�IODE 116.14 TO NODE 11.6.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE YNDEPENDENT STREAM FOA CO[�iFLUFNCE« « < TOTAL NUMBER OF STREAMS = 3 CONFLUSIVCE VAF�iJES USED FOR I�IDEPENDEN'P STRE.�M 2 ARE : TIME OF CO�ICEN'T'RATION (MIN. )= 6. 00 RAINFALL ZNTFNSITY(INCfi/HR) = 6.56 TOTAL STREAM AREAiACRES) = 0.45 PEAK FLOW RATE (CFS) AT CON�'Li3EI3CE = 2_ 60 t*i�k!*Yr* * *** �f 1'*f 1*tt**t**th t**yr Yr * * * * *** ****i*i�Y* i t*i#**t**iF YrYr *i� * ** * * ******** FLOW PROCESS FROM NdDE ��6.20 TO NODE 116.2Q IS CODE = 22 ----------------------------------------------------------------------------- »»>RATIONAL METHOD IidITIAL SUBAREA ANALYSIS««< USER-SPECrFIED Ri7idOFF COEFFZCIENi = .5500 . S.C.S. CURVE NUMBER (AMC II} = 88 USER SPECTFIED Tc(MIN.) = 6.000 lOD Y�P.R RAINFALL INTENSITY{INCH/HOUR) = 6.559 SUBAREA RUNOFF{CFSi = 5.77 TOTAL AREA{ACRES) = 1.60 TOTAL RUNOFF{CFSj = 5.77 ***r,r*,irw++*+�*++tiftt+*�+******wwx�****,tt+�++++titirf+t**w*+.*w*x*x***,t*++++*i*r FLOW PROCESS FROM NODE 116.20 TO NODE 115.00 ES CODE = 1 »»>DESTGNATE INDEPENDENT STRE.�M FOR CQNFLi3E[QCE««� »»>AN]] CpMPUTE VARIOUS COA3FLUEiVCED STREAM VALLTES««< TOTAL NUMBER OF STREAM5 = 3 CONFLI.TENCE VALUES LTSED FOFt TNDEPEi3DENT STREAi�3 3 ARE: TiN1E OF CONCENTRATIONIMIN.) = 6.D0 RAINFALi, IN'i`ENBITX ( INCH/Hit1 = 6. 56 TQTAL STREAM ARFA(ACRES) = 1.60 PEAK FLOW RA�`E(CFS) AT CONFLUF�}CE = 5.77 � * CONFLUEidCE DATA * * STREAM RUNOFF Tc INTENSITY AREA NUMBER LCFS} (MIN. j (INCH/HOiFR) (ACF2Ej 1 443.04 14.52 3.709 1].7.95 2 2.84 6.�4 6.559 0.45 3 5.77 6.40 6.559 1.60 RAINFAi�L Itd'i`ENSITY AAiD TIME OP CODICEN`T'RA`I'ION RATIO CON�'LUENCE FORMULA USED FOR 3 S'I'REAt�'1S . ** PEAK FLOW RATE 'FABLE ** � STREP.M RUNOFF Tc INTENSITY � � u Nt1MBER fCFSj {MIN.) {INCH/HOURi 1 236.48 6.00 6.559 2 236_48 6.00 6.5�9 3 407.89 14.52 3.7Q9 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAIC FLOW R.ATE(CFS1 = 407.89 Tc (MIN. �= TOTAL AREA(ACRES} = 120.D1 LOi�]GEST FLOWPATH FROi�1 NODE 111.20 TO NODE i4.52 116.00 = ******** FEET. f.*+t�++*t**t..*+�+�t**+.t.+++t+++*..****.*+�+.�**+**.�.++:**.+.t**���**«::*+* FLpW PROCESS FROM N4DE 116.OQ TO NODE i�7.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW 'I'RAVEL TIME THAU SLTBAREA««< » » >USING COMPUTER-ESTIMATED PIPESIZE {NOf1-PRESSURE F"LOWi « « < -------------------------------------------- _ ELEVATION DATA: UPSTR�AM(FEETi = 2b6.00 DOWNSTRE.�M(FEETi 247.00 FIAW L�TGTH (FEET) � 250. dd M.�NNING' S N= 0. 013 DEPTH OF FLOW IN 51.0 IDICH PIPE I5 39.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.j = 34.42 ESTIMATED PIPE DZAt�7E'Y`Eft ( INCH) = 51 . 00 NUMBER OF PYPES = 1 PIPE-FLOW(C�'S1 = 407.69 PIPE TRAVEL TIME(MTN.? = 0.12 Tc(MIN.} = 14.64 LONGEST FLOWPATH FROM NODE 111.20 TO NODE 1�7.00 =*****''** FEET. r*r**+*ttt*,w**r*++*rt****tir+++*t**www**,o-w*xw�,t**++ta�:*+tffttttw****�*+*****i. FLOW PROCESS FROM NpDE 117.OQ TO NODE 117_00 IS CODE = 1 --------------------__--__------------------___--__--_----------------------___ »»>DESIGNATE INDEPENDENT STREAM FOR COAiFLiJENCE««< TOTAL �VUMBER OP STREAPfS = 2 CONFLUF�ICE VALUES USED FOR INDEPENDEN'i' STREP.�3 1 ARE: TIME OF CONCENTRATiON(41IN.) = 14.64 RAINFALL IN'I'ENSxTY{INCH/HR) = 3.69 TOTAL STREAM AREA(ACRES} = 120.01 PEAi{ FLOW RATE(CFS) AT CONFLi3ENCE = 407.89 wYr�*rtt+++*w**�***+*�*w*tttitft*++*t***www*�***+*�f+*�+ft+*+**t**+.trw*w�****k FIAW PROCESS FROM �10DE 117.30 TO NODE 117.30 IS CODE = 7 »»>USER SPEC�FIED HYDROLOGY INFORMATION AT NODE«« < USER-SPECIFTED VALl3E5 ARE ASrFOLLOWS: 'I'C {MIN) = 17 . 45 R.AIN INTENSITY ( INCH/HOLTRI = 3. 29 '�'p'F'AL AREA(ACRES) = 26.06 TOTAL RL7NOFF{CFS} = 55.Q0 rrw**wxx*****�****tf*++atw*,r*x�+***�*i.+++tr�titit+f++a�+w*w+*+*a+*++***t+***�r♦ FLOW PROCESS FRdM NODE 117.00 7'O NODE 1�7.00 IS COpE = 1 »»>DESIGAIATE INDEPENDENT S'I`REAM FOR CONFLUENCE««< »»>AND COi+]PUTE VARIOUS CONFLUENCED STREAM VALT3E5««< `i'OTAL NLTMBER OF STRE.�NiS = 2 CONFLUENCE VALUES USED FOR IN[}EPF,NDENT STRE.�M 2 ARE: TIME QF CONCFNTRATION{MIN.} = 17.45 RAINFAii, INTENSI'F`Y ( IIdCH/HR} - 3. 29 'I'Oi'AL STREAi�7 AREA ( ACRES )= 2 5. d 6 PEAiC FLOW RATE(CFS1 AT CONFLUENCE = 55.00 * * CQNF�,UENCE DA'I'A * * S3'REAM Ri]r}OFF Tc INFENSITY AFtEA � NUMBER {CF5} (MIN.) (iNCH/HOUR} (AC�E) 1 407.89 14.64 3.689 120.�� 2 55.00 17.45 3.294 26.Q6 iiA�NFALL I�T'I`EAISITY PND TIME OF CONCENTRA'i'I4N RATIO CONFLUENCE FO�fiJLA USED FOFt 2 STREP.MS . * * PEAK FLOW 42ATE TABLE "'� STRE.�M RUNOFF TC INPENSITY NUMBER (CF5} (MIN. ) (I[�FCH/I-30UR} 1 457.00 14.64 3.689 2 419.25 17.45 3.294 COMPU'I'ED CONFLUENCE ESTIMATES ARE AS POLLOWS: PEAK FIIOW R.ATE(CFS} = 457.00 T'c{MIN.J = 1A.64 TOTAL RREA(ACRES} � 14b.Q7 LONGESi' FLOWPATH PFtQM A10DE 111.2Q TO NODE 117.DD =�******* FEET. *****x*�***++a�*f+�++*rxww+w+r******w,t��*r*��*,�**+++,r�+.+�y�v.+�+*�*****+****�� FLOW PROCESS FROM NdDE 117.00 TO NODE �18.00 IS CODE � 3� »»>CflMPU`i'E PIPE-Fi�OW TRAVEL TI�7E THRU SUBAREA««< »»>USING COMPUTER-ESTIMA'FED PIPESIZE (i�iON-PRESSURE FLOW) «a« �����_��_��_________________________________________________________________ ELEVATION DA'i'A : UPS�`REAh4 ( FEET )= 2 47 . 0 0 DOWNSTREAM ( FEET }= 2 4 5. 0 0 FLOW LFNGTHfFEET} - 40.Q0 t9ANNING'S N= 0.013 DEPTH OF FLOW IiV 57.0 INCH PIPE IS 45.5 INCHES PIPE--FLpW VELOCITY{FEET/SEC.) = 30.12 ESTIMATED PIPE DIAME'PER(INCH) = 57.d0 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 457.00 . PIPE `F`RAVEL `FIME{MIN.j = 0.02 Tc{MIN.} = 14.66 LQNGES�` F'LOWPATH FR0�1 NODE 111 . 20 i'Q i�iODE 11 B. 04 =***' *_** FEET . ki.�+�i�krr��**r�rstiyrr*+**tiifr+*+t�wr*��*trirt:trr+***�+*i*++i**tft*+*rt#*#tr♦ FLOW P�2pCES5 FROM NODE 118.00 TO NpDE 138.00 I5 CODE = 10 »»>MAIN-S'iREAM ME�70RY COPIED OiVTO MEMORY BANK # 1««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 'k*�'�#Yl�'*YYY#t1ltt�lfYYY1*�kt*�tf?*Y##*f#*#!k*ifiyiY*r*t**r**tt*t+***:r*+rrtt**+�>+ F�OW PROCESS FRdM NODE 11$.10 TO NODE 1�8.10 IS COBE = 22 ---------------------------------------------------------------------------- »»>RATIONAI, METI-EOD INI'I`IAL SZTSAREA ANALYSIS««< USEA-SPECIFIED RUNOFF COEFFICIENT = .550D 5. C. 5. CiIRVE I3[TMBER {p,MC II )= 88 USER SPECIFIED TC(MIN.) = 6.Ofl0 100 YEAR RAINFALL INTENSITYiINCH/HQUR) = 6.559 S[FBAREA RUNOFF{CFSi = 3.03 TOTAL AREA(ACRESI = • D.64 TOTAL RUNOF�'(CF51 = 3.03 ** tk ikYr *tkYrYrik * MM iFYrY�'1r Yr iF **Y�7rik YrYrYr iF 1rYrYrY� k tR �t* ttk*tk *'M t*** �F*f i� YrYrY� fr *YrYr4Yr * ik Y� f�kYrtk yr ** �I'*iF'k **i� FLOW PROCESS FROM NODE 11$.�0 TO NODE 118.2D IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA« «< »»>USFNG CdMPU'I'ER-ESTIAiATED PIPESIZE INON-PRESSURE FLOW} ««� ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DA'iA: UPSTREAM(FEETJ = 232.00 DOWNSTRF.��S(FEET) = 231.00 FLOW LENGTHIFEET} - 30.D4 MP.NNING'S I3 = D.433 ESTIMATED PIPE D�AMETER(INCH) INCREASED TO 1B.000 • DEPTI-i OF FLOW Iid 18. 0 IiVCH PIPS IS 5. D II+ICHES � PIPE-FLOW VELOCITY(FEET/SEC.) ESTIl�SP.'FED PI PE D�AMETER { INCH i PTPE-FLOW(CFS) = 3.03 PIPE TRAVEL TIME{MiN.) = 0. LONGES'd` FLOWPATH FROM NQDE = 7.47 = 18.00 NUMBER OF P�PES = 1 07 Tc(MIN.) = b.07 118.1D TO NODE 338.2Q = 403D.00 FEET. •r*+wr*+***+�*++rtr*�rrr*ry.**�r�r+rra�rr+t**+*x�*,tx*�x++w*x*kr*rt**rrft+t*������ FLOW PROCESS FROM NODE 118.20 TO NODE 118.24 IS CODE = 1 » »>DESIGNATE INI�EPENDENT STREAM FOR CONFLUENCE� « « TOTAL NUMBER OF S`i'REAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 AFtE: TIME OF CONCEN'fFtA'FION(MIN. i= 6.07 RAINFALL INTFNSITY(INCH/HRi = 6.51 TOTAL STREAM Af2EA{ACRES) = 0.84 PEAK FLOW RATE(CFSj AT CODiFLUENCE = 3.03 *f f t * #tt#t #! tYr#�ci**!*******# # # *t*Y # f YYYiYi f *Y�yr***f *k Yt*tk ** ir*** **** **Yr* *iF *�k*'kt* FLOW PROCESS FROM NODE 11B.30 TO NQDE 118.30 TS CO1]E = 22 »»>RATI�NAL METHOD INITIAL SUBA32EA ANALYSIS««< ___________________________�_..______---------------------------------------- ---------------------------------------------------------------------------__ USER-SPECIFIED RUNOFF COEFFICIENT = .950D S. C. S. CiJRVE NIJMBER ( Ai�7C I I 1 = 92 USER SPSCIFIED TC(MII3.y = 6.OQa 100 YEAR RAIN�'ALE, II3TEI3SITY(INCH/HOUit) = 6.559 S[FBAREA RUNOFF(CFS) = 2.18 TOTAL AREA(ACRES) _ �.35 TOTAL RUNOFF(CFS) = 2.18 . w*xaww*�e►rwxw*axw,r*�*x*xw�*w�***+.***t**t*+*tttttf***w++++++***+++y**rtw>x**t FLOW PROCE55 FROM NODE 118.36 TO NODE li$.24 IS CO�E = 33 ---------------------------------------------------------------------------- »»>COiIPUTE PIPE-FIAW TRAVEL TIME THFtU SUBAREA««< »»>USING COMPi3TER-ESTIMA'i'ED PIPESYZ£ (NON-PRESSURE FLOW) ««< ELEVATION DATA: LFPSTREAM{FEE'i) = 232.00 DOWNSTRE.AM(FEET) = 231.Oa FLOW LENGTHIFEET� _ �0.00 MADINING'S N= 0.013 ES�'IMATED PIPE DIAMETER{INCH) INCREASED TO 18.OD0 DEPTI-E OF FLOW IN 18.0 iNCH PIPE IS 3.3 INCHES PIPE-FLOW VELOCITY{FEE'i'/SEC.) = 10.03 . ESTIMATED PIPE DIAMk�FER(INCH) = 18.00 NUMBER OF PIPES = � PIPE-FLOW(CFS) = 2.15 PIPE TRAVEL TIME{M�N.) = 0.02 TC(MIN.) = 6.02 LONGEST FLpWPATH FROM NpDE 118.30 TO NODE 118.20 = 40.00 FEET. ♦ W Y� *f *f�Y* YYY * �k##i f�Y i Y fYiF�FY�#Yy.}*;* ** ##**Yr* irYr**iFf f **Y� ** * f * f *iFfYrYi �R *YrYrYriF�k* **ik*ik * FLOW PROCE55 FROM NODE 116.2D T6 NODE 118.20 IS C�D� = 1 »»>DESIGNATE INDSPE1dDF3+]T STR�AM POR COI+}FLUF.�3CE««< »»>AND COMPUTE VARIOUS CONFLLTENCED STREAM VALUES« «< ---------------------------------------------------------------------_-_---___ TQi`AL NUMBER OF STREAMS = 2 CQNFLUENCE VALUES UBED FOR SNDEPENDEN'i' STREAM 2 ARE: 7'IME pF CONCENTRATTON(MSN.} = 6.02 RATDTPALL TNTENSiTY(INCH/HR) = 6.55 TOTP.i, STRF�t�i AREA(ACRE51 = 0.35 PEAK FLOW RATE(CFS} A'i` CONFLUENCE = 2.18 * * COAiFLUENCE DATA "` * � STREAM RUNOFF Tc IN'I'ENSITY AREA � NUMBER (CFS? (MTN.} (INCH/HOURj {ACRE} 1 3.D3 6.07 6.512 0.84 2 2.18 6.02 6.547 0.35 RAINFAi�L INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FpRMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMHER (CFS) (M�N.) (INCH/HOUR1 1 5.19 6.02 � 6.547 2 5.20 6.07 5.512 C4MPTJ'I'ED CpNFF,UENCE ESTIMATE$ ARE AS FOLLOWS : PEAK FLpW RATE[CFS) = 5.20 'I'C(MIN.) = 6.07 TOTAL AREA{ACRES) = 1.19 LpNGEST FLpWPATH FROIy4 NQDE 11B.1p TO NODE 118.20 = 4Q30.00 FEET. �*wx,rw*ww,rw+w,rwy,y*rr*�*r�:��,v�+,r+rw*w,�v.vr***t**,tt***+i.i.*i.��*,t**i.i.**�*w*�**w*++ FF,pW PROCE$$ FROM NODE 118.20 TO NQDE 118.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SL7�REA« «< »»>USING CON3PUTER-ES�FMA'i'ED PIPESIZE (AIOAI-PRESSURE FLOWJ �c«t ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEETj = 231.Q0 DOWNSTREAM(FEET) = 229.85 FLOW LED3GTH�FEE�`) = 230.00 M.�NNING'S 3J = d.013 DEPTH OF FLOW IN 18.0 INCH PIPE YS 11.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.26 ESTIMATED PIPE DIA�iETER(INCH} = 38.a0 �F[TMBER OF PIPES = 1 PIPE-FLOW(CFSj = 5.20 . PIPE TRAVEL TIME(MIN.) = 0.90 Tc(MIN.j = 6.97 LONGEST FLOWPATH FROM NODE 118.10 TO idODE 118.00 = 4260.00 FEET. � rr*t+*+**t+tttttt*+t++t***+**y,+i.+****ww,r*w*�l.w*vr*i.,r,r,rvr****wlr*wt*i.***,t,ta.****+i. FLOW PROCESS FROM NODE 118.00 i`O NODE 1�8.00 IS CODE = 11 ----------------------------------------------------------------------------- »»>CONFLUENC£ MEMORY BANK # 1 WITH THE MAIN-STi2EAM MEMpRY«�« ---------------------------------------------------------------------------- ** MAYN STREAM CONFLUENCE DATA ** STR£AM RUNOFF Tc INTENSITY AREA NUMBEA (CFSi (bSIN.) {INCH/HOURj {p�RE} 1 5.20 6.97 5.956 1.19 LONGEST FE,OWPATH FROM NODE 118.1D TO NOD£ 1�i8.00 = 4260.00 FEET. ** MEi�70RY BANK # 1 CONFLUENCE DATA ** STRFP.P7 RUI30FF TC INTF�ISIT`Y AREA NUI�BER (CFSj (MZN.j (INCH/HOUR) (ACRE} 1 457.Q0 19.66 3.585 146.07 LONGEST FLOWPA�'H FROM NdDE 111.20 'FO NODE �18.OQ =******** FEET. ** PEAK FLOW RATE TABLE ** S'i`REAM RUNOFF Tc INTENSI'FY NUMBER {CFS) (N3IN.) (INCH/HOURi 1 287.96 6.97 5.956 2 464.22 14.56 3.685 COMPUTBD CONFLi3E3dCE ESTIMATES ARE A$ FOLLOWS: PEAK FLOW RATE(CFSJ = 460.22 Tc(�IN.} � 14.66 TOTAL AREA(ACRES} - 147.26 � � yfs*t.****�W��*�+*t�w�t�xW*+*�t*�+�w�+����rw*r++�+#�****++exkx+�**+rt*+++a++ F�OW PROCESS FROM NODE 118.p0 TO NODE 125.00 IS CODE = 31 ------------------------------------------------------------------------�--- »»>COMPUTE PIPE-FLAW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) « « < --------------------------------------------------------------------_-------- �F.EVATIDN DATA: UPSTREAM{p�ET) = 230.�0 AOWNSTRF,AM{FEET) = 195.00 FLOW LENGTHSFEET) _ ].40.OQ MANNIIdG'S N= 0.013 DEPTH OF Fi,OW Ii�I 42.0 INCH PIPE IS 34.1 INCHES PIPE-FLOW VELOCITY{FEET/SEC.} = 54.95 ESTIMATED PIPE DIAN3ETER{INCii} = 42.00 NUMBER OF P3PES = 1 PIPE-FLOW{CFSj = 46�.22 PIPE TRAVEL TIME(MIN.} = 0.04 TcfMIN.) = 14.71 LONGEST FLOWPATH FROM N4DE 111.20 TO NODE 125.00 =****"x"* FEET. tiwi.+**+�*+* t** **+r*+* **i y*�Y# Y*y Y Y* 1��1# �1*i f�Y4 t�k�Fi W+i i�li*# *#**** it* ** Y� 4* f Yrk!* iFY�** FLpW PROCE55 FROM NODE 125.00 TQ I�ODE 125.00 IS CQbE _$1 »»>ADDITION OF SiiBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- --------------------------------------------------------------------___---_--__ 100 YEAR RAINFALL INi'FNSITY{FNCH/HOUR} - 3,679 USER-SPECIFIED RUI30FF COEFFICIENT = .450Q S.C.S. CURVE N{7MBER (AMC II} - 67 SUBAREA AREA(ACRES) = 1.80 5[JBI�REA RUNOFF(CFS} - 2,9g � i`OTAL AREA(ACRES) = 149.06 TOTAF� Ri7idOFF(CF5) = 4b3.20 TC(MIN1 = 14.71 • END OF STUDY S[JhII�ARY : TOTAL AREA(ACRES} _ �49.06 TC(MIN.) = 14.71 PEAK FLQW RATE{CFS} = 463.20 � ____________________________________________________________________________ END OF RATIOI3AL METiiOD ADiALYSIS • � � APPENDIX 3.2 SYSTEM 122 (`D' STREET} � • *r**xa*+*****x*+xrr.rx**wwxrx*x�wrx**x*xxr*xrr*+x**r*�.��x�+..wxxx**��++*t++ RATYONAL METHOD HYDROLOGY COMPUTER PRpGRAM PACKAGE Reference: 5AN DIEGO COUNTY FLOOn CONTROL DISTR�CT 1985, 1981 HY37ROLOGY MAid[IAL (c) Copyright 1982-2001 Ac3vanced Engineering 5oftware faesl Ver. 1.5A Release Date: O1/a�/2001 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite B00 San Diego, CA 921�1. (6191 235--6471 *+.�*+*+�t++�+.�...�.���.Y DESCRiPTiON OF STUAY *****+*••*+•*:.««**�***+*+ * BRESST RANCH - ULTIMATE MASS GRADED COND2TIONS SyS%��'rL /ZZ + * GRAI7TNG BASED QN TM * * lOQ-YEAR STORM EVENT * *xf�W�w**�r�*tif*re�rr*:+ttff*r+f+*rtrr*+�,�*ry,wWr+�ti�k**+�+�i+++�r+tt�+��*i.**,t++*� F IL E TFAME : 13 2 510 8 I. DA'F` TYME/DATE OF STUDY: 12:58 08/29/2002 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDfZAULIC MODEL INFORMA'FI013: --------------------------------------------------------------------------.... 3985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORr4 EVENT{yEARj = �00.00 . b-HOUR DURATION PRECIPITATIOI3 {INCHES} - 2,$QQ SPECIFIED MINI�ITJi�7 PIPE SIZE ( If1CI-4) = 28 . 00 SPECIFIED PERCENT OF G42ADIENTS{DECIMAL) TD [35E FOR FRICTION SLOPE = 0.85 5AN DIEGO HYDROLOGY MANUAL 'C°-VALUES USED FOR RA'P�ONAL METHOD NOTE: dNLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HAT,F- CR04diQ TO STREET-CROSSFALL: Ci7RB GUT'tER-GEOMETRIES: MP.NNING WID`f`H CR05SFALL IN- / OUT-/PAR�C- HEIGi�iT WIIYPH LIP HIKE FACTOR NO. (F'F) (FT� SIDE / SIDE/ WAY (FT} {FTj (FTj {FT) 1n] 1 30.0 20.0 0.018/0.01B/O.a20 0.57 2.00 0.0312 0.167 0.0150 2 25.0 20.0 0.020/0.020/ --- fl.50 1.50 D.0312 4.125 4.0150 GLOSAL STREET FLOW-dEPTH CONSTRAINTS: 1. Relakive Flow-Depth = Q.00 FEET as (Maximum 7�.11owable Street Flow Aepthl -(Tap-of-Curb} 2. iDepthii{V�Zocityi Constraint = 10.Q {F'd`*FT/Sj *S�2E PIPB WITH A FLOW CAPACITY GREATER THAN OR EQi3AL 'I'O 'iHE UPSTREAM TRIBUTARY PTPE. * ♦1N Yr'1'iW'k':'Y"t Vr i f f*►+YU"Y Yy'+M'kY Y� #�k*# f**�k W*******i� ***********�k * 4 x irf+* ****1r�k 1� ****iFi� ** FLOW PROCESS FRpM NOI�E 148.10 Tp NODE 108.20 IS CODE = 21 >s»>RA`�`IONAL t+3ETHOD �NITIAL SUBAREA ANAi,YSIS««< -------------------------------------------------------------------------_-__ USER-SPECIFIED RU130FF COEFFICIENT = .9540 S. C. S. CURV� NiTt�BER {p.p7C I I) - 92 INZTZAL SUBAREA FLOW-I,EI3GTH = 10 D. 40 UPSTREAM EL�lATIOPI = 345.00 DOWNSTREAM ELEVATION = 344.00 • ELEVATIOI� DIFFERENCE = 1.00 • URBAN SUBAREA OVERLAND TIME OF FLOW(M�NUTES) = 2.7Q4 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES IpD YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF{CFS) = 0.31 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.3� +*�r*�rw�**+r*+��+r�y�+�rt++t*+++y.+***t*rtt**++**+++++,r**x++r*�+.rfw*x++t*+�+,t* FLOW PROCESS FROM NO17E 106.20 Tp ?+FODE 106.21 IS CODE = 31 ------------------------------------------------------------------------------ »»>CpMPUTE P�PE-FLOW 'i'RAVEL TIME THRU SUBAREA««< » » >USING COMPUTER-ESTiMATED PIPESIZE (NdN-PFtESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET} = 344.D4 DdWNSTAEAi�ifFEET) = 335.00 FLOW LENGTHIFEET} = 600.00 MANNING'S rr = a.a�3 ESTIMATED PIPE DIAMETER{INCH) INCREASED 'FO 18.004 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.0 INCHES PIPE-FLOW VELOCITY{FEET/SEC.) = 2.89 ESTIMATED PIPE DIAMETER(INCH) = 1$.06 NUMBER OF PIPES = 1 PIPE-FLOW(CFS1 = 0.31 PIPE TRAVEL TIME(MIN.} = 3.47 Tc{MIN.} � 9.47 LONGEST FLOWPATH FROM NODE 108.14 TO NODE 108.21 = 700.00 FEET. Y� f** *!* * i*# ii++* i i f! t t** * tt* *'ktk k* ikYr f�kY� * h**Yr***i'k141t1'Y'Y f Y! Y* f f R tYr i*1� k** *1i* Yr f/r* FLOW PROCESS FRObS NODE 10$.21 TO NOFE 108.21 IS CODE = 81 ---_�-------------------------------------------__--------------------------- »»>ADDI`i`ION OF SUBAREA TO MAINLINE PEP.K FLOW«�« Y`W100�YEAR RAINFALL INTEI3SITY(INCH/HOUR) = 4.668 i7SEi2-SPECiFIED RiJNOFF COEFFICIEIVT = .9500 S.C.S. CE7RVE NUMBER (AMC IIi = 92 � SUHAREA AREAiACRESi = 2.95 SL7BAREA i2iJNQFF(CFS) = 13.74 TO'FAL AREA f ACFtE51 = 3. Q 0 i`dTAL RUNOFF ( CFS 1= 19 . O 1 � {r�2N1 = 9 .47 x�+*+,tv.���+Yx�rr++++++*tt*+***++.w�****tt*******wvr*++++*�*++*++*���,r,rwxr+t�**+ FLOW PROCESS FROM NODE lOB.2� TO NOAE 108.30 IS CODE = 31 »»>COI+4PiITE PIPE-FL(}W TRAVEL TIME THRU SUBAREA««< »»>USIi�iG C4MPT3TER-ESTIMATED PIPESIZE {NON-PRESSURE FLOW1 ««< ___-------------------------------.._____--____ ELEVATION DATA: UPSTREAMSFEETj = 335.flQ DOWNSTREAM(FEETj = 328.00 FLOW �EI3GTH { FEET )= 6 0 0. 0 0 MANNI�3G' S N= 0. 013 DEPTH OF FLOW IN 21.0 INCH PIPE TS 15.4 INCHES PIPE-FLOW VELOCITXiFEET/SEC.1 = 7.41 EST�MATED PIPE DIAMETEK(T23CHi = 21.00 NUMBER OF PTPES = 1 PIPE-F�,OWfCF5) = 14.01 PIPE TRAVEL TI�'SE (MISd. } = 1 . 35 Tc (MIN. ) _ ].0 . 81 LONGEST PLOWPATH FROM NODE 108.10 TO NQDE 1.08.30 = 1300.a0 FEET. �++*+*+,.+**�.+*++.++{��t,��ti�*.*+*+�**+***«*..*****+**+�****.�..*.+��*+*«++.*,. FLOW PROCESS FROM NODE 108.3Q TO i�iODE 108.30 IS CODE = 81 »»>ADDI'£ION OF SUBAREA TO MATNLINE PEAK FLOW« «< lOQ YEAR AAIA3FAI�L INTF�3SITY ( INCH/HOUR} = 4. 485 USER-SPEC�FIED R[TiVOFF COEFFIC2ENT = .9540 S. C. S. CUAVE I3iJMBER ( AMC I I) = 9 2 SUBAREA AREAiACRES} = 6.D0 SUBAREA RUNOFF(CFS) = 25.57 TOTAL AREA{ACRES} = 9.00 TOTAL RUNpF�'(CFS) = 39.58 TC{MIN) = 10.81 i . * * * * * t * * * # * k * * * * * t t t k + * * f * * * * * * } # * * * * * * * * * M * * * * * * * R * * * * # � � + w � Y # w * � k # # # i k + + k * FLOW PAOCESS FROM NODE 108.30 TD NODE 148.40 I5 CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-�LOW TRAVEL TIME THRU SLTBAREA« «< » » >�SING COMPUTER-ESTIMATED PIPESiZE (NON-�RESSURE FLOWj « « < ---------------------------------------------------------------------------- ELEVAfiION DATA: UPSTREAM(�EET) = 328.D0 DOWNSTREAM(FEET) = 31fi.OD FLOW LENGTH{FEETJ = 404.00 MANNiNG'S N= 0.013 DEPTH OF FLOW EN 27.0 INCH PIPE IS 1$.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.82 ESTIMATED PiPE DIAMETER{INCHf = 27.00 NUMBER OF PZPES = 1 PIPE-FLOW(CFS) = 39.58 PIPE TRAVEL TIME(MIN.) = 0.46 �C(MIN.i = 11.34 LONGEST FLOWPAT� FROM NODE 108.1d TO NODE 108.44 = 1700.00 FEET. *t*�***+***xww*fi�**+*�*�*�****�**+*x***�«*****»*+***r*r+r*****rr+**+a*x+xw* FLOW PROCESS FRpM NODE 108.40 TO NODE 108.40 FS CODE = B1 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAi�EA TO MAINLIi1E PE,n,K FLOW««< ----------------------------------------------------------- ----------__---- 100 YEAR RAINFALL INTENSITY(Ii+1CH/HpUR) = 4.351 USER-SPECiFIED RUNOFF COEFFICIENT = .9500 5. C. 5. CURVE AIUMBER {p,r1C I I i = 92 SUBAREA AREA(ACRESI = 6.00 SUSATiEA Ri,T?�IO�'�'(CFS} = 24.86 TQ'I'AL AREA{ACRES) = 15.D0 TOTAL Ri]i�iOF'FfCFS) = 64.43 TCfMIN) = 11.30 *tW*ww*r�����***t*+++�*****+++++**�r*y�*wwwrxw*vr�r*w,rw+v���#�*+++*++�****,r*�**�* FLOW PROCESS FROM NODE 108.40 TO NODE 108.50 IS CpDE = 31 • »»>COMPUTE PIPE-FL{]W TRAVEL TIME THRU SUBAREA««� »»>USING COMPUTER-ESTIMATED PIPESIZE {NON-PRESSUAE FLpWJ « « < ------------------------------------------------------------------------=--- ---------------------------------------------------------------------------- ELEVATION DATA: UPS'PREAM(FEET} = 316.40 I�WNSTREAM(F�ET) = 315.80 FLOW i,ENG`I'H(FEET} - 1D.00 MANNIbIG'S i�1 = 0.0�3 DEPTH OF FLOW II3 33.0 INCH PIPE I5 25.3 TNCH�S PIPE-FLOW VELOCITY[FEET/SEC.} = 13.19 ESTIMATED PIPE DIAMETER(INCH} = 33.00 NL7MBER pF PIPES = 1 PIPE-FLOW{CF5) = 64.43 PIPE TRAVEL TIME(MIN.} = 4.01 Tc(MIN.) = 13.31 LONGEST FLOWPATH FAOM NODE 148.10 TO NODE 108.5D = 171D.00 FEET. ***+****�*t***+**r*i.*+.****�*f**t*****+**t+tf**+*ttr*xt+,�*txx,�+rti*r�*,rtW+w�*+ FLOW PROCE55 FROM NODE 1d8.50 TO NODE 108.50 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGi4ATE INDEPENi�FNT 5'I'REAM FOR CONFLUENCE««< -----------------------------------------�____�____--________----------------- --------------------__-------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT S�REP.M 1 ARE: TIME OF CONCE�+I'I'�tAT10N(MIN. ) = 11.31 RAINFALI, zNTENSITY(INCH/HR) = 4.36 TOTP.L STREAM AR�P. f ACR�S 1= 15 . 0 0 PEAK FLOW F2ATE{CFS} AT CONFLUENCE = b4.43 *�********.*�**************,.*��****x«**++**t*t*++**+**t***+**x*+f:*t��:t**** �'LOW PROCESS FROM NODE 10$.51 TO NODE 108.51 IS CODE = 22 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUSAREA AidAi,Y5I5<¢«< -------------------_--___------------------------------------------------------ ----------------------------------------------------------------------------- USER-SPECIFIED RUNOFF COEFFICIENT = .950D • .S.C.S. CURVE Ni7MBER (AMC II) = 92 • USER SPECIFIED �C(MIN.} - 5.000 100 YEAR RAINFALL INTENSITY{INCH/HOURj = 6.559 SUBAREA RUfiOFF(CFSj = 4.05 TOTAL AREA [ ACRES 1= 0. 65 TQ�'AL RCJNOFF' ( CFS J= 4. 05 *++*+*tkk+**�a**x.++xa*+++xk+*+x+�w*+w**+*r*�.w**+*t+i�*+wxt*t�i:i*r.r*atra*� FLOW PROCESS FROM NODE 1�$.51 'i'0 NODE 108.50 I5 CQDE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< ---------------------------------------------------------------------------- TOi'Ai� NiiriBER OF STRF,AMS = 3 CONFi,UEI3CE VALUES USED FOR IN!]EPENDENT STREAM 2 ARE: ' 'iiME OF CONCENTRATZON(MIN.) = 6.�00 RAiNFAi,L IN'I'ENSITY{zNCH1HRf = 6.56 'i'OTAi� STREAM AREA ( ACRES )= 0. 65 PEAK FLOW RATE{CFS) AT COI3FLUENCE = 4.Q5 Y��t 1� �k!!*yr***Y� Yi Y� ri k iF *iY *f iY�k Y� Y� iF *YriF* �r /rYr*Yr1r }1rYr1r*Yr*i*****Yrt*#*� ***#+**t*Yc Y Y t tf fY Yf*! FLOW PROCESS FROM NODE 108.52 '£Q NODE 1Q6.52 IS CODE = 22 -------------------------____--___---___-------------------------------------- »»>RATIONAL METHpD INITIAL SLIBAREA ANALYSIS«�« USER-SPECiFIED RUNpFF COEFFTCIENT = .9500 S. C. S. C[FftVE Ni7MBER { p,MC 2 Y} = g 2 i7SER SPECTFIED Tc(MTN.} � 6.D00 1p0 YEAR RATNFALL INT`ENSITY{I��H/I-i0U13} = 6.559� S[TBAREA FtUNOFF;CFS) = 3.74 TQTAF, AREAfACRES) = 0.5d TOTAL RUNOFF(CFS1 = 3.74 *v.***�*w++vr*#�t�,���r*���rv.�,r*t****��.*,rw*****,r****,r******+++�*+*.+***�,.�*��.* • --FLOW PRQCESS FROM NODE 148.52 `I'0 tdODE 108.50 �S CODE = 1 »»>DESiGNATE II3DEP�NDEAIT STREAM FpR CONFLUENCE««< »»>AN37 COMPUTE VARIpUS CONFiUFNC�]] STREAi�7 VAL[iES««< -----------------------------------------------------------------------------_ TOTAL [�1UMBER pF $TREAMS = 3 CONFLUENCE VALi1ES USED FOR INDEPENDEN'!' STRE.�.if 3 ARE : TIl�SE OF CONCENTRATION(t+fl�F. ) = 6.00 RAI�TFAI,L TN'T'ENSITY(INCH/HR} = 6.56 TO'1'AL STREA�7 AREA,f ACRES 1= 0. 6 0 P�AK FLOW RATE(CFS? AT CONF�LiENCE � 3.74 * ` GONFLUEi3CE DATA * * STREAM RiFNOFF Tc INTENSE'FY AREA NUMBER (CFS1 (MIN.) {INCH/HOUR} (ACREj Z 64.93 11.31 4.358 15.00 2 4.05 6.00 6.559 0.65 3 3.74 6.00 fi.559 0.60 AAINFALL iN'i'ENSITY ANi3 TINfE OF CONCENTRA'I`FON itAT20 CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FL4W RATE TABLE *• STREAM RUNOFF Tc INTEi�IISITY NUtflSER (CF51 (i+]I33. } (�NCH/HOi7R] 1 50.60 6.00 6.559 2 50.60 6.00 6.559 3 69.61 11.31 4.358 COMPU'FED C0�IFLCTENCE ESTIMA'FES ARE AS FOLLOWS : • PEAK FLOW RATEfCFSJ = 69.6i Tc{MYN.f = 11.31 � 'i'OTAL AREA(ACRES) = 16.25 L4NGEST FLOWPA'iH FROM NODE Za8_10 TO NpDE 1Q8.50 = 1710 �D FEET. �+****��.*++*****«*rtt*+.+�t»...+�****,.*****�**.*�+*.+*.+.*«*>*�.�w*��**+��.r FLOW PROCE55 FROM NODE 106.5a TO I30DE 108.00 IS CODE = 31 ---------------------------------------------------------�-_---------------- »»>COMPUTE PIPE-FLOW TRAVEL i`EME THREJ SUBAREA««< » » >i3SING COMPUTER-E5'd'IMATED PIPESIZE (NON-PRESSURE FLOW]�« « ----------------------------------------------------------__----------------- ELEVATIOPI DATA: UPSTRERM(FEET} = 315.80 DOWNS'FREAM(FEE'ij = 313.55 FLOW LENGTHiFEET) = 950.00 MANNI�IG'S N= 0.413 DEPTH OF FLOW IN 45.0 INCH PIPE I5 32.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.06 ESTIMATED PIPE DIA�SETER(INCH} = 45.00 NIJMBER OF PIPES = 1 PIPS-FLOW{CFS} = 59.61 PIPE TRAVEL TIME(MIN.) = 0.93 TcfMIN.) = 12.24 LONGEST FLOWPATH FROM NODE 1D8.10 TO NODE 30$.00 = 2160.OQ �EET. END OF S'i'UDY SiJhII+IARY : TOTAL AREA(ACRES) = 16.25 TC(MIN.) = 12.24 PEAK FLOW RATESCFS) = 69.61 __-----------------------------------.._______-_______.._---------------------- ---------------------------------------------------------------------------- ----__-------------------------------------______---------___------------------- END OF RATIONAI. METHOD ANALYSIS . � f • APPENDIX 3.3 SYSTEM 130 {�E' STREET) � � • f*�r**r**r+k�+*+r*+�+*�*r***�y��*�+aa*.+�x+xa�*t*x��+r+x�++y���:t+rf+*�*+**t RA'P30NAL METHOD i3YDi20LOGY COMPU'PER PAOGRAi�7 PACKAGE Reference: SAN DIEGd COUNTY FE�OQD CONTftOL DiSTR�CT 20Q1,19$5,1981 HYDROLpGY MANUAL (c1 Copyright 1982-2002 Advanced Engineering Software �aes) Ver. 1.5A Re�ease Date: O1/O1/2002 License ID 1509 Analysis prepared by: ' ProjectDesign Consultants 701 S Street, Suite 800 San Diego, CA 921fl1 {519) 235-6471 ��Is��t �3� w******�*****,.***.,,.,.*�„ DESCitIPTION D� s�runY ******. ..*...��***.�,..��.� • sR�ssx �cx - r�ass GRADED CONDITIONS } * iNNOVATION WAY - PA4 � OFFSITE PALQMAR AIRPORT Rb DRIANAGE i ` 1p0-XEAR STORM EVENT * *�*i.++�,t**ta*x**+x,t*��i.,t�xrww*r*r*w**t�yri*Yts*ti*a*f+,t++*�wxxrrw*r,o-**tit*ft FILE NAME: 1325106I.AAT TIME/nATE OF STUDY: J.7:3I 01/16/2003 ----____--------_----_---------------------------------------_------------------ USER SP�CIFIED �IYI7ROLOGX AND HYDRAULIC 1+fODEL INFORM.�'TION: 1985 SA1V 3]FEGO MAN�TAL CRITERiA - iTSER SPECIFI�D STORM �JEN'f (XF.A.Rj = 100. 06 . • 6-HOUR DURATION PRECIPITATION (II3CHES) = 2.800 SPECIFIED T7I13IMUM PTPE SIZE{INCHy = 1B.00 SPECIFIED PERCENT OF GRADIEIVTS(DECIMAI�} T� USE FOR FRICTIpN SLpPE = 0.85 5AN DIEGO HYDROLOGY MANUAL 'C'-VALUES USED FOR RATIONAL METHpb NO`iE: ONLY PEAK CQNFLLTENCE VALUES COi�ISIDERED *USER-DEFINED STREET-SEC�'IONS FbR COUPLED PIPEFL(}W AND STREETFLpW MODEL* HAT,F- CROWN 'I'0 STREET-CROSSFALL: CURB GUTTER-GEOMETRTES: MANNING WIDTH CR055FALL IN- / OU'i'-/PARK- HEIGHT WIDTH LIP HIKE FACTOR i+70. (FT) (FT) SIDE / SIDE/ WAY iF"I'} (F'T) lFT1 (FTj {n) 1 30.0 2Q.0 0.018/0.01.8/O.p20 0.67 2 40 a.0313 0 167 d�.0150� 2 45.0 4D.0 O.OZO/Q.020/ --- 0.50 1.50 0.0313 0.125 0.0170 GLOBAL STREET FLOW-DEP'i'H CONSTRAINTS: 1. Aelati�re Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-Curb) 2. (Depth)*(Veloci�y) Constraint = 10.0 {FT*FT/Si *SIZE PTPE WITH A FLOW CAPACITY GREA'FER TI-fAN OR EQEIAL 'T'0 TifE UPSTREAM TRIBUTARY PIPE. * *t**:�t.v��.+ti++�++,r++*.�*..*..****.ti***��...�*+tf+��*+{*,�*,.**+.****.*�**+*t*t FLOW PRpCESS FROM• NOAE 106. 10 'i'O I30DE 106.11 IS CODE = 21 »»>RA'I'SDNAL METHOI] INITIAL SUBAREA ANALYSZS««< - -- --------------- USER-SPECIFIED R1J�IOFF COEFFICIEN'1' _ .9504 S.C.S. CURVE NUMB�R (AMC I1) = 92 INITIAL SUBAREA FLOW-LENGTH = 45.00 UPSTREAM ELEVATION = 450.00 DOWNSTREAM EI,EVATION = 449.00 � ELEVATION DIFFERENCE = 1.00 � URBRN SUBARER O�ERI�ANA TIME OF FLOW(�INUTES) = 1.38$ TIME OF CONCFNTRATIOI+i ASSUT7ED A5 6-MINUTES 140 YEAR RAINFALL INTENSI'PY(IiVCH/HOUR) = b.559 SUHAREA Ri7NOFFICF51 = 0.62 r1 L_J i 'i'OTAL AREAIACRESj = 0.10 '£OTAL itUNOFF(CF5} - 0.62 'F* **Yr*# i� *�k ******�k *# f� *k ** Yr f*iY i� �*#* f Yt#i Y 4�Lf Yiiki+i 4i* * iY• * i* fi!�!r /r k****t tti 1 fti i�F FLOW PROCE55 FRbM NODE 106.1� TO NObE 106.12 IS CODE = 62 »»>COMPUTE STREET FLQW TRAVEL TIME THRU 5l3SAREA« «< »»> ( STREET 'i'ASLE SECTIpPI �I 2 USED} ««< UPSTREAM �LEVATIpN(FEET) = 449.00 DOWNSTREAM ELEVATION(FEET}Y�� 436 OD STREET LF,I+7GTH(FEET) = 754.00 CURB HEIGHT(INCIiESj = 6.0 STREET HALF'WIDTH ( FEE'P }= 9 5. 0 Q DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKfFEET} = 40.OQ INSIDE STREET CROSSFAL7.�(AECIMRLj = 0.020 OU'rSIBE STREET CROSSFALLIDECIMAL} - 0.020 SPECTFIED NUMBER pF HALFSTREETS CAA32YING RUNOFF =� Manning's FAICTTON FACTflR for 5treetflow Sectionfcurb-to-curb} � D.0170 a = I0.82 2.79 SUBAREA AREA(ACRES) = 1.00 SLTBAREA RUNOFF(CF5) = 4.26 TOTAL AREA(ACRES) = 1.10 PEAK FLOW AATE{CFS1 = 4.88 **'I'RAV�L TIME COMPUTED USIA3G ESTIMATED FLOW { CFS j S'I`REETFLpW MODEL RESULTS USING ESTIMATE� FLOW: STREET FF,OW DEPTH{FEET) = 0.32 HALFSTAEEI' FLpOD WiTYI`H ( FEET j= 9. 7 B AVERAGE FLOW VEI,OCITY(FEE'P/S�C. ) = 2.59 PRODUCT OF DEP'FH&VELpCITY{FT*FT/SEC.) = 0.83 STREET FLOW THAVEL TTM�(MIN.) = 4.82 TcIMIN.) 100 YEAR RAINFALL IN'i'F33SITY{ZNCHIHOUR) = 4.484 LiSER-SPECIFIED RiJNOFF COEFFICIENT = .950D S.C.S. CURVE NUMBER (AI�C Tij = 92 END OF SUBAREA STREET FL045T HYDRAULFCS: DEPTH ( FEET) = 0. 37 IiALFS7'REET FLOOp WID'i'H { FEET) = 12 . 92 FE,OW VELOCITY{FEET/SEC. ] = 2.94 DEP'i`H*VELOCITY(FT*F'i'/SEC. } _ �.10 LONGEST FLOWPATH FROM NODE 106.10 Td NOI}E i06.Z2 = �95.00 FEET. *�s„irwwr+*w+*a*t*tr*ttt*+r+i*rs*�*is++{*>it�ta*x*xxxxx��*�*+r+ss+i*rt+*�t**+* FLOW PROCE55 FROM I30DE 206.12 TO NObE lOb.�3 IS CODE = 62 ---------------------------------------------------____---------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SiTBAitEA««< » »>(STREET TABLE SECTION # 2 USE�)�<a�< UPSTREAM ELEVATIQN(FEET) = 436.00 DOWNSTREAM ELEtIATTON(FEET} = 396 00 STREET LENGTI-i(FEET) = 850.00 CURB HEIGH'f'(I�FCHES} = 6.0 STREET HALF'W�I3TH(FEE`I'j = 45.00 DISTANCE FR4M CROWN TO CR4SSFALL GRADEBREAK(FEET) = 40.00 ZNSIDE STREET CROSSFALL{DECIMAi�) = 0.02Q OUTSIDE S'I'REET CROSSFALL{DECIMAL) = 0.020 SPECIFIED NUM_BER OF HALFSTREETS CARftYING RUNOFF = 1 Manning's FRICTION FACTOR for Skreetflow Section(curb-to-curb} - **7`RAVEL T�ME COMPUTED USING ESTI�IATED FLOW(CFS) = b.70 STFtEETF'LOW MODEL RE5ULT5 LTSING �STIMATED PLOW: STREET FLOW DEPTH(FEET} - p.3{ 0.0170 � HALFSTREET FLOOD WIDTH(FEE'Pj = 11.48 AVERAGE FLOW VF�,OCITY(FEET/SEC.) = 9.66 PRODIICT OF DEPTH&VELOCITY{FT*FT/SEC.) = 1.66 STREET FIAW TRAVEL TIME(MIN.) = 3.04 Tc(MIN.) = 13.86 ��D YEAR RAII3FALL INTENSITY(INCH/HQLTRj = 3.822 USER-SPECIFZED R[,7�]OFF CO�FFICTENT = .9500 S. C. 5. CURVE iJUMBEFt ( AA4C I I} - 9 2 SUBAREA AREA(ACREB) = 1.00 SUBAREA RUNOFF(CF5) = 3.63 TOTAL AREA(ACRESi = 2.34 PEAK FLOW RATE(CFS} - 8.51 END OF SUBAREA STREE'P F�OW HYDRAULICS: AEPTHIFEET} = 0.38 HALFSTR£ET FLOOD WII?'FH(FEET) = i2.67 FLOW VELOCITY(FEET/SEC.) = 4.99 DEPTH*V�F.00I'I'Y(FT"F"�/SEC.} � 1.88 LONGEST FLOWPATH FRpM NODE 1Q6.10 TO NODE 106.13 = 1645.Q4 FEET. w�w**r���**�*��**i*ir�a++titaat+++f++�*i.taa+t*,r,t,�*+*,r,�**x**wfi�w�,kxxxirw*ww**r• FLOW PRbCESS FROM N011E 1Q6.13 'I'0 NODE 106.14 IS COAE = 41 »»>COMPii'I'E PIPE-�'LOW TRAVEL TIME THRU SUBAF2EA««� » » >USING USER-SPECIFIED PIPESIZE {�}{TSTiNG ELEMENT} « « < ---------------------------------------------------------------------------- ELEVATION DATA: TJPSTREAM{FEETi = 39d.00 DOWNSTREAM(FEET) = 385.00 FLOW I�ENGTH{pEET) = 250.00 MAI�iNING'S N= 0.013 DEPTN OF FLOW IN 18.0 INCH PIPE IS 10.3 IA3CHE5 PIPE-FLOW VELpCITY(FEE'i'/SEC.j = 8.17 GIVEN PIPE DTAMETERfINCH) = 18.00 NUMBER OF PIPES = 1 PIPE-F'LOW{CF5) = 8.51 PIPE TFtAVEL 'i'FM£ (MYI3. }= 0. 51 Tc {MIN. )= 14 . 37 LONGEST FLQWPATH FROM NQDE 1D6.10 TO NODE 106.14 = 1895.00 FEET. • •�+aaaat+*�rti*t*rrtw*:�ra**ay+yx**�tyt***�rtrt+rrtrtY*:*�***+*t*ttyrsw*t+iz**Y�t FLOW PROCESS FROM NOBE 106.14 TQ NODE 146.i4 IS CODE = S1 ---------------------------------------------------------------------------- »»>ADDI'FION OF SUBAREA TO MAITFLINE PEAK FLOW««� ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 104 YEAR RAINFALL INTEI35ITY{IIJCH/Fi0i3R) = 3.734 iJSER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NLTMSER �AMC II} - g2 SUBAREA AREAfACRES) = 2.24 SUBAREA RIFNOFF(C�'S) = 7.84 TOTAL AAEA(ACRE51 = 4.30 TO'i`AL RUNOFF{CFS) = 16.32 TC{MIN} = 14.37 +...*.**.�....x��.kz..*.*x.*�.*..*��.....x.,.*.�..**.,,**,,x.x*.,*..**..�...*.x«*� FLOW PROCESS FROM NOD� 106.19 TO NODE 106.15 IS CODE = 3J. ----------------------------------------------------------------------------- »»>CO2�fPUTE PIPE-FIASV Tf2AVEI� TIME THRU SI]BAREA«cc< » »>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESS[TRE FLOW} « « < ---------------------------------------------------------------------------- EI,EVATION DATA: CIPSTREPd+7 (FEET) = 385. DO DOWNS'i'REAM ( FEE'I'} � 384. 00 FLOW I.�ENGTH ( FEET} r 132 . pfl 1+�AS�iNING' S N= 0. Q13 DEPTH OF FLOW IN 24.0 I�ICH PIPE IS 17.8 INCHES PIPE-FLOW VELOCITYIFEET/SEC.} � b_53 ESTIMATED PZPE DTAMETER(INCH) = 24.00 NUMB�R OF PIPES = 1 PIPE-FLOW{CFS) = 16.32 PIPE TRAVEL �'IMESMiN.} - p.34 TcfMIN.} = 14.71 LO�IGEST FLOWPATH �'ROM �TODE 146.1D TO NODE 106.15 = 2027.00 FEET. +*+:+*r++�a*rk�+�+*+*�*t*r*wr*�ia+w*ra+++i,t�*i.s*yit+*�+**+*i,ra*,r**r*a*++**r+ FLOW PROCESS FROM NODE 106.I5 TO NO�E 106.15 IS CODE = 1 ---------------------------------------------------------------------------- • »»>DESIGNATE INAEPENDEN'1' STREAM FOR COiVFLUET}CE««< � _��______________________________ TOTAL NUMBERVOFISTREAMS = 2 CONFLUENCE VALUES USED FOR II3llEPENDENT STREAM 1 ARE: TIME OF CONCENTftATION(MIN.) = i4.71 RAINFALL INTENSITY(INCH/HR} � 3.68 TOTAL STRF.AM AREAfACAES) = 4.34 ' PEAK FLOW RATE (CFS 1 A'i' COPiFLUENCE = 16. 32 •ftft���i�+**,r***+fr+*i*�++�+ry+t*+w*+i.+yttt������tt*t****�*++*�,irwa**��+t*t* FLOW PROCESS FROi�S NODE 1a6.17 TO NODE 105.16 �S COAE = 21 �+»»>ftATIONAL METHOD INITIALrST.FBAAEA ANALYSIS««< U6ER-SPECIFTED AiJDIOFF COEFFICIENT = .95�0 S.C.S. CURVE NUMSER (AMC I11 = 92 INITiAL SUSAREA FLOW-LEfIGTH = 95.00 UPSTREAM ELEVATION = 385.5Q DOWNSTREAI�F ELEVATIdN = 384_50 ELEVATION AIFFEAENCE = 1.00 URBAN SUBAREA OVERT�AN� �`IME OF �'LOW{MINUTES} = 2.587 TIME OF CdNCENTRA'F�ON ASSUMEA AS 6-MINUTES 14d YEAR RAINFALL TNTENSFTY(INCH/HOUR1 = 6.559 SUBARF�1 RUNQFF[CFS) = 0.81 TpTps, AREA { RCRES )= 0. 13 'i'0'FAL RUNQFF ( CFS )= 0. 81 •ar++tt+tiwt+f*+**x*is+Yztrw+w.+:t**t*���*+�*++**wirti.*+tt**w,t+w*+**+xwt+++�ir FLOW PROCE$S FROM NODE 106_16 TO NODE 106_i5 YS CODE = 31 �Y»»>COMPLI'T'E PIPE-FLOW TRAV�L TiM� THRU SUBAREA««< ` » »>USiNG COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) « «< . � ELEVATION DATA^ UPSTREAM{FEE3'? = 384^50 DOWNSTR£A3�7(FEET? = 384�Od FLOW LENGTH { FEET )= 9 5. 0 D i+1ANNING' S L�F = 0. Q 13 ESTIMATEb P�PE AIAME'i'ER(INCH] INCREASED TO 1$.000 BEPTFi OF FLdW IN �8.0 INCN PIPE IS 3.9 INCH�S PIPE-FLflW VELOCITY{FEETl5EC.1 = 3.46 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NU�SBER OF PIPES = 1 � PIPE-FLOW{CFS1 = 0.81 PIPE T�tAVEL TIME (MI�I. )= 0. 22 TC (MII3. }= 6. 22 LONGEST FLOWPRTii FRDM NdDE 106.17 TO NODE 106.15 = 140.00 FEET. ♦*+***i.�+�r*+*ki�kwt++tw**+*i�+++*t+xt*s�**i+*+.+++s*s**�*+*�t+sf*r,t,t*r�++t**�+ FLOW PROCESS FROM NDDE 106.15 TO NODE lOb.15 IS CQDE = 1 »»>DESYGNATE INDEPE[3DF.iV'I` STREAM FOR CONFi.�DF33CE««< »»>AND CdMPUTE VARIOUS CONFLiFENCED STREAM VALiJES««< --Tp'i'AL NUM13EFt�OF STREPd�'1$ = 2 CDNFLUENCE VALUES USED FOR INDEpE[�iDENT STktEAM 2 ARE: TIME OF CONCENTRlaTION(MIN.f = 6.22 RAINFALL INF'ENSITY(TNCH/HR� = 6.41 TOTAL STREAM AREIa(ACRES? = 0.13 PEAK FLOW RATE(CFS) AT CONFE,UENCE = 0.81 * * CONFLUENC E DA'I`A " * STREA3�f RIJt30FF Tc IN'j`Et+75ITY AREA NUMBER fCFS) (P'3IAi.? IINCHIHOUA) (ACRE] 1. 16.32 14.71 3.679 4.3D z 0.81 6.22 6.41D Q.13 • RAINFALL INTENSTTY AND TIME OF CDI3CENTRA'i`ION RA3'i0 � CONFLUENCE FORMUI.A �SEd FOR 2 STRF.AMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc �NTENSITY Ni7MBER {CFS) (MIN.} (iNCH/HOUA} 1 1Q.17 6.22 6.410 2 25.78 14.71 3.679 COMPUTED CONFLUE�iCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW R.ATE(CF5) = 36.78 Tc(MIN.1 = 14.71 TpTAL A�EAfACRES� = 4_43 LONGEST FLQWPATH FRdM NODE 106.1a TO 230flE J.06.15 = 2D27.44 FEET. i***it**** 1 *# # #i'F'ktttk i� t iyrt i}�ri�*#{�#*# #**Yr# *** * * **iFrtiFYr*iFiM 1� *fYr�M k * }�!*ii�ltti y f �i • FI.�OW PROCESS FROM NQbE 106.i5 TO I30DE Ia6.30 IS CODE = 41 »»>COMPUTE PTPE-FLpW TRAVEL TIME THRU SUBAREA� «« » » >USING USER-SPECIFiED PIPESIZE (EXI3TiNG ELEMEidT} « « < ---------------------------------------------------------------____----_------- ELEVATION DATA: UI'STREAM{g�ET} = 384.00 DOWNSTREAMfFEET) = 380.QQ FLOW LENGTH{FEET) = 470.Q0 MANNING'S N= D.013 AEPTH OF FLQW IN 24.0 INCH PIPE TS 17.3 INCHES PIPE-FLOW VELpCITY1FEET/SEC.1 = 6_94 GIVEN PIPB DIAME�'ER(INCH} = 24_OU NUMBEK OF PZPES = � PIPE-�LOWfCFSj = 16.78 PIPE T42AVEL TIME{MIN.} t 1.13 TC(MIN.J = 15.8A LQNGEST FLOWPATH FROM NODE 106.10 'i'O NQDE 10b.30 = 2497.00 FEET. ��rf�r�r��+r+�**+tisr****rit+r�rt*�r+i:f++firta�*++++*t+�fi*tir***t+t,ttwwrt,t*w*+wxw FIAW PROCE55 FR03+] NODE 106 . 3fl `FO NODE 10fi . 60 TS C�llE = 91 � -----------------------------------------------------�___------ »»>COMPUTE PIPE-FLOW TRAVEL T�ME 'i'HRTJ SUBAREA««< »»ni]SING EFSER-SPECIFIED PIPES�ZE {EXIS'FING EI.EMENTI««� ---------------------------------------------------------------------------- ELEVATION DA'FA: UP5'i'REAM(FEET} = 382.Oa �OwNS'rFt�i�'EE'r1 = 372.00 FF�OW LENGTHiFEET} = 4D0.00 MAt3NING'S I3 = 0.413 DEP'I'H OF FLOW IN 36.0 INCH PIPE IS 10.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.29 GIVEN PZPE DIAMETER(I1VC}i] = 36.D0 NUMBER QF PIPES = 1 PIPE-FLOWICFSI = 16.78 PIPE TRAVEL TIME{MIN.} - 0.65 TcfMIN.} = 16.49 LONGEST FLOWPA'i'H FROM NODE ZD6.10 TO NO�E 106.60 = 2897.ad FEET. ..**«*...**.x.*.�...*.+.**..*�+�.**�...+*+�*+****+*++«.�..*..*+t�***++.*t�..�. FLOW PROCESS FROM I30DE 1D6.60 TO idODE 106.60 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNAT� INDEP�NpEPFP STREAM FOR CONFLIJE�FCE««< TOTAL [JLIMBER OF S'�'REAi4S = 3 CONFLUENCE VALUES USEb FOR INDEPENDENT STREAM � ARE: '1'IME OF CONCENTRATTON(MIN.) = 16.99 RAINFALL TNTEI�}SITY(INCH/HR) = 3.92 TpTAI, STREPI+7 AREAIACRES? = 4.43 � PEAK FLOW RATE(CFS) AT CbNFLUENCE = 16.78 fiYrYr**Yr�M �M i: iF* kYi �k k**ri Y� *# iM k****�k*� Ir 11i **Yr ti #* *�ii t fYiYt*! tY� I� * Yt Yc 1 t Y� Y Y Y i!Y iik f 4#�kt iii FLOW PROCESS FROM NODE lOb.40 TO NODE 106.40 IS CODE = 22 ------------------------------------------------------------------____�_--_ »»>RATI03dAL METHOD II3ITIAL SUBAR£A ANALY5I5a«« . USER-SPECIFIED RUNOFF C�EFFICIEN'f = .9500 � S.C.S. CURVE NUMBER {,�IC I11 = 92 USER SPECIFIED Tc;MIN.j = S.00D 100 YEAR RAINFALL INTENSITY(INCH/HOUR} = b.559 SUBAREA RUNOFF(CFS} - 4.17 TOTAL AREAfACRES} = D.67 TOTAL RUNOFF(CFSj = 4.17 t*��**�x�+�+x**�+**ss+���*,r**�**�*ra�*****�+****ti+rfyt+tt+:iyrr*+ta�*�+*x,�* FLOW PROCESS FAOM NODE 106.40 Td NODE 106.60 IS CODE � 1 ------------------------------------------------------------------------------ »»>DESIGNATE INDEPETIDEA}'i' STREAM FO4t CONFLUENCE««< ---------------------------------------------------------------------------- TO'i'RL I3UMSER QF STREAMS = 3 � CONFLUENCE VALU�S USED FOR TNDEPENDENT STREAM 2 ARE: 'i'�ME OF CONCENTRATION(MI�I. ) = 6.04 RAiNFAI,L INTENSITY{INCH/HR1 = 6.56 TQTAL STRFA.M AREA(ACRES) = 0.67 PEAK FLOW RATESCFS} AT CONFLUFNCE = 4.1? ♦ikk **iF�FYr1r *liFf #***i} f### 4Yi iF*Yr# *}*{� 4***}*tkiF**4*#i Mt i� t f*Yri*'ki�*t* i#Yi Y Y**f 114ii* FLOW PROCESS FRpM NODE 1D6.5D TO NODE 106.5a IS CODE = 22 ----------------------------------------------------------------------------- »» aRATIDNAL METHOD IP3TTIAL SUBARFA ANALYSIS« ��< USER-SPECIFiED RCINOFF COEFFICIENT = .9500 S.C.S. CURVE t3IJMBER {AMC Iz) � g2 USER SPECTFIEI] 'I'c {MIN. ) = 6. 000 100 YEAR RAINFALL IN'r�1SI'?'Y(TNCN/x0[T1�1 = 6.559 SUEAREA RUNOFFfCFSj = 5.30 TOTAL AREA(ACRES) = 0.85 TpTAL RUNOF'F{CFS) = 5.30 � *Yr�i �k i i i � �! ti 4 Y Y� * i*! **il+i+f #ii+�k f*+*# �! * # ik * * ** * ***i4*# #**#*f i� 4 *YrYrY� RYr*�Y i� f *! ii#! FLOW PROCESS FROM NdDE 106_50 TO NODE 106.60 IS CODE = 1 »»>DESIGNATE INDEPENDEN'i` STKEAM FOR CONFi,i7E1VCE««< »»>AND COMPUTE VARIOUS CpNFL13ENCED STREAM VAI,iJES««< ----------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USEB FOR INDEPENf3�NT STREAM 3 Ali�: TIME OF CO�7CETFTR.ATIONIMIN. j= 6.00 RAINFALL INTENSITY(INCH/HR} = 6.56 TOTAL STREAM AREA{ACRES} = D.85 PEAK FLOW RATE{CF5) AT CONFLLiENCE = 5.30 * * CONFLETENCE DATA * * STREPIK AUNOFF TC It1TENSITY AREA NLTMF3EA {CFS} (MIN. ) (INCH/HO[TR} (ACREf 1 16.78 16.49 3.417 4.43 2 4.17 6.00 5.559 0.67 3 5.30 6.�0 5.559 0.85 RAINFALL IN'T'ENSITY AND TF3�4E OF CQNCENTRATION RATIO CONFLUENCE PORMULA USED FOR 3 STREAMS. - •+ PEAiC FLOW RATE TABLE ** STKEAM RUNOFF Tc INTENSITY NiJMBER (CFSj tMIN. j (I�FCH/HO[3R} 1 18.21 fi.00 6.559 2 1B.21 6.�0 6.559 3 21.72 ib.99 3.4�7 • COMPUTED CONFLUENCE ESTIMA'I'ES ARE A5 FOLF,OWS : � PEAK FLOW RATEfCFS1 = 21.72 Tc(MIN.) = Z6.49 TOTAL AREAfACRES) = 5.95 LpNGEST FLOWPATH FROM NODE �D6.50 TO NODE 106.60 = 4D0�0.00 FEET. r * * * * * + � * w * � x x w * w w � � x x * * ► r * y y i t * r y Y Y i * 1 4 Y f k # } f * } } # * * * � * k * * * * � * t t * t � f * � * t W f � * FLOW PROCESS FROM NODE 106.60 Tp NODE 106.00 IS CODE = 31 »»>C04�iPUTE PIPE-FLOW TRAVEL TIME THftU SUBAREA««< »»>USING COMPU'I'EFt-�STIMATED PIPESIZE (N013-PRESSURE FLOW} ««< ELEVATION DATA: UPSTREAM(FEE'I`) = 372.00 DOWNSTREAM(FEET) = 370 00 T FLOW i,ENGTH(FEET) = lOfl.40 MANNING'S 73 = 0.013 DEPTrE OF FLOW IN 24.4 INCH PIPE ES k5.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.27 E5i'IMATED PIPE DIAMETER{INCI-i] = 29.p0 NUMBER OF PIPES = 1 PIPE-FLOW[CFS} = 2Z,72 PIPE TRAVEL TIt+]E{MIN.? = D.lfi TC(MIN.} = 16.65 LONGEST FLOWPATH FROM NODE 106.50 TO NODE 346.00 = 40100.00 FEET. END OF STUDY SiJMMP.RY: "T��yYy TOTAL AREAfACRES} = 5.95 TC(MIN.) = 16.fi5 PEAK FLOW RATE{�FS} = 21_72 END OF RATIONAL METHOD ANALY5E5 � � • • APPENDIX 3.4 SYSTEM 200 (`A' STREET) � � • ���www�w�*Ww**�*�**��************�****tt**+*+***+*****tt***yw�xW�****+****** R.ATIOi�1AL METHdD HYD�tOLOGY COMPUTER PRQGRAM PACKAGE Reference: SAN DIEGp COUN'FY FLOOD CONTROL DIBTRIC'i' 2401,1985,1981 HYDROLOGY MAN[JAL (c1 CopyrigYkt 1982-2002 Advanced Engineering Softwar� (aesi Ver. 1.5A Re�ease Date: O1/O1/2002 License ID 1509 Analysis prepared by: ProjectDesign Consul�ants 701 B Stree�, Suite 800 San Diego, CA 92101 (619} 235-6471 *:,�,��*�ww,t*v�*wwv�v�**wv.,r�**� bESCRIPT�ON OF STLTDY *******+*ff*+*+tw,r�*,�,��*�* * RESIDFNTIAL LOTS ITYDRQLpGY * * PLANNING AREA 7- BRESSI RANCH * * SYSTEM 200 - NODES 200 - 203 * ***:**r,rr+tt*++tt**+***+*w,+,+,t*w**********�**��**�*:***x*********+++*tt**wf� FILE NAME: 200.DAT TIME/DATE OF STUDY: �7:53 03/24/2Q03 --------------------------------------.._�__________------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL iNPORMATION: -----------------------------------------_�____-____�------------------------ 1985 5AN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVEN'i'{y�R) = lOD.00 • 6-HOUR DiJRATION PRECIPITA'FION {INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE{INCH) = 18.00 SPECIFIE�] PERCENT OF GRADIENTS{DECIMATs} TO USE FOR FRICTIOI3 SLOPE = 4.90 5AN DIEGO HYDROLOGY MAiJCJAL "C"-VALU�S USED FOR RAT�OidAL METHOD NOTE: ONLY PEI�K CONFL�}ENCE VALLTES CONSIDERED *USER-DEFINED STREET-SECi`IONS FOR COUPLED PSPE�'LOW AND STREETFL�W MODEL* �AT•F- CROWId Td STREET-CR05SFATIL: CURB G[JTTER-GEOi�4ETRIES: MANNING WiDTI-f CR05SFALL IN- / OUT-/PARK-- HEIGHT WIpTH LIP HIKE FACTOR NO. {FT) (FTJ SIDE / SIDE/ WAY (FT) (FP) (FT} (FT) (n} 1 2a.0 15.0 0.020/0.020/O.Q20 D.50 1.50 4.0313 �.�25 0.0175 2 20.0 15.4 0.020/0.020/O.Q20 0.50 1.50 O.p313 4.125 p.0175 GLOBAL S�'REET FLOW-DEPTH CONSTRAINFS: 1. Relative Flow-Depth = 0.50 FEET as (Maxa.mttm Allowable Street Flow Depth) -(Top-of-Curb) 2. (DepthJ*(VelpC].�yi Constraint = 6.0 (FT*FT/S� *SIZE PTPE WITH A FLOW CAPACETY GREATER THAN OR EQUAL TO THE UPSTRF,AM TRISUTARY PIPE.* �rv�w�rxw,�,�v�**+�*�++�****�**x*******�*******a***+**t*****tt++rrW**Y,r�wr*,���rW+r FLpW PAOCESS FROM NODE 200.20 TO NODE 200.20 IS CODE = 22 »»>RATIONAI, M�THOD INITIAL SUBAREA ANALYSIS« « � ------------------------___-------------------------------------------------- __--_--_--�-------------------------------------------------------_---------------- 1�QAD(HARD SURFACEj COVER RUNOFF COEFFICIENT =.9500 SOIL CT�ASSIFICAfiION IS "D" S.C.S. CURVE NUMBER (AMC II} - 9z USER SPEC3FIED Tc(MIN.) = 6.D00 1DD YEAR RAINFRi�L INTENSI'FY(INCH/HOUR} = 5.554 � SL3BAREA RLTNOFF(CFS} = 2.49 • TOTAL AREA{ACRESj = 0,40 TOTAL RUNOFF(CFS) = 2.49 �*w*�+*,r*�*�www*+�+*t*,r*�*********+**�tr++wt*,rt�rvrw,r�+*�**a+*�****�*rt*++x,r*** FLOW PROCESS FRO�S DiODE 204.20 TO NpDE 202.00 IS CODE = 31 ------------------------------------------------------------------____------- »»>COMPUTE PIPE-FLpW TRAi7EL TTME THRU SUBAR�'.A�«« »»>USING COl+SPU'I'ER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION 17ATA: UPSTREAM(FEET) = 375.00 DOWNSTRE�M(FEET) = 374.50 FLOW LENGTH(FEET} - 30.40 MANNING'S N= 0.013 ESTIMATED PIPE DIAMETER(INCHj INCREASED 'Ib 18.000 DEPTH OF FLOW IN 1$.a INCH PIPE �S 5.4 INCHES PIP�-FLOW VELOCITY{FEET/SEC.) = 5.64 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOWfCFS} - 2.49 PIPE TRAVEL TIME{MIN.) = 0.09 Tc(MIN.) = 6.49 LONGEST FLOWPA�'H FROM NObE 2a0.20 TO NODE 202.OD = 34.Op FEET. #t**# t# i*# ttf *f t** i f iY�iY 1� yr********* *Yr*irYrYrik*Yr Yryr*tt**f **f tt #*�k** # k Y� *i#***** **** iF FLOW PROCESS FROM NODE 202.D0 TO NODE 202.00 I5 CODE = 1 --------------------------------�--------------------------------------_-_-- >�»>DESIGNATE INDEPENDEN'I' STREP.M FOR CONFLUE[�iCE««< TOTAL AIUMBE33 OF STRE.a.MS = 3 � CONFLUENCE VALUES USED FOR IiVDEP�EN'I` STREAM 1 ARE: TIME OF CQNCEN'PRATIONiMIN.) = 6.09 RAINFRLL INTENSITY(INCH/HRi = 6.50 TOTAi� STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS� A�' CONFLUENCE = 2.49 . *,r�***+****+******+t**t*f**+v�Y***w+***i.******x�*****�x*f*****t**,r**tfr**Y*t�k FLOW PROCESS FROM NODE 201.D0 TQ NODE 241.10 IS CODE = 21 ----------------------------------..___-------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA A23AI,YSIS««< SINGLE FA�IILY DEVELOPMENT RUNOFP COEFFICIF.N'P =.5504 50IL CLASSIFICATION IS "D" 5. C. S. CURVE NUMBEit {�C I I) = 8 S INITIAL SUBAREA FL4W-LF�iGTH = 120.00 UPSTREAI+4 ELEVATION = 389.20 DOWNSTREAM ELEVATION = 388.DQ , ELEVATION DIk'FERENCE = 1.2d LTRBAN SUBARF.A OVERLAND TIME OF FLOW(MINiJ'i'ES] = 10.845 104 YEAR RAINFALL INTENSITY(INCH/HOUR? = 4.477 SUBAREA RUNOFF(CFS) = 0.34 TO`FAL AREA(ACRES) = 0.14 TOTAL RUNOFFfCFS) = D.34 +���**�*x«,r,�v,+�******+*****,.�*«**+�*,.ff****�r*t+*��*r+tti�w**+,r��+*********�** FLOW PAOCE55 FROM NODE 2Q1.10 TO NODE 201.20 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPU'I'E S�'REET FI,OW `I'RAVEL TIME THRU SUBAREA«¢« »»>{STREET TASLE SECTION # 1 USED}� « « ---------------------------____---------------------------------------------- ----------------�__-----------------------------------------__----------------- UPSTAEAM ELEVATION(FEET} = 3BB.Q4 DOWNS'I`REAM ELECIATIONIFEETj = 375.00 STREET LENGTH(FEETj = 350.D0 CURB HEIGFi'i'{INCHES) = 6.0 STREET HALF'WIDTH(FEET) = 20.00 DIS'I'ANCE FROM CROW�I TO CR05SFALL GR�.DEEREAK(FEET} = 15.�0 INSIDE STREET CR05SFALL{DECIMAI�} = D.Q20 OUTSIDE STREET CROSSFAF�L(DECIMA.Lj = 0.02D C� � SPECIFIED NUMBER QF F�71L,FSTREETS CARRYING RUNO�F = 1 STREET PARKWAY CROSSFALL(D�CIMAL) O.D20 Manning's FRICTION FACTpR £or Stxeetflow 5ection(curb-to-curb) = D.4�75 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL T�ME COMPUTED USING ESTIMA'1`ED FLOW(CFS) = O.BS STAEETFL6W MODEi, RESLILTS USING ESTIi�iATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREE`I' FLpOb WIbTH(FEET� = 4.43 AVEI�AGE FLOW VELOCITY(FEET/SEC.) = 2.70 PRdDUCT OF DEPTH&VELOCITY{FT*FT/SEC.) = 0.5$ STREET FLOW TRAVEL TIME(MIN.� = 2.16 Tc(MIN.) = 13.00 lOD YEAR RAINFALL INTEIdSITY(INCH/HOURi = 3.963 SINGLE FAMILY DEVELOPMENP AUI30FF COEFFICIEN'P =.5500 SOIL CLASSIFICATION IS "D" S.C.S. CUAVE Ni7I�SER (AMC II} = BS SUBAREA AAEA(ACRES} - 4.46 SUBAREA RUNOFF(CFS} - 1.01 TOTAL AREA(ACRESI = O.bO P�AK FLpW RATE(CFS) = 1.35 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HAIIFSTREET FLOOD WIDTH{FEET) = 5.65 FLOW VELOCITY(FEET/SEC.} = 2.94 DEPTHwVELOCITY(FT*FT/SEC.} = p.71 LONGEST FLOWPATH FROM NODE 201.D0 'PO NODE 201.20 = 47Q.p0 FEET. **«�***««***�*,.,.*****���*****+*�+*�*+ttf�:******�+,�.«�.�*�*��+*********«,.*** FLOW PROCESS FROM NODE 201.20 TO NODE 202.00 I5 CQDE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA« «< »»>USING CO�IPLTPER-ESTIMATED PIPESIZE {NOid-PRESSURE FLOW) ««c ----------------------------------------------------------------------------- ------------------------------------------------------------------------------ . ELEVATION DATA: UPSTREAM{FEE�`) = 375.00 DOWNSTREAM{gEETj = 374,50 FLOW LENGTHIFEET) = 2Q.OD MANi�IING'S N= 0.013 ESTIMATED PIPE DIAMETER{INCH) INCREASED TO 18.000 DEPTH OF FLbW IN 18.0 INCH PIPE I5 3.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.] = 5.46 ESTIMATED PIPE DIAMETER(INCH] = 18.OD NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.35 P�PE TRAVEL 'iIME(MIN.) = 0.06 Tc(MIN.) = 13.d6 LONGEST FI,pWPATH FROi3 NODE 201. DO TO NODE 202 . DO = 490.04 FEE�'. ****************�****,,,.,.***��***�*ttttf+t+�t*:**�rrt+*+w�,�*.*v�*���**+*�***+* FLOW PROCESS �'ROM NODE 202.00 Td 230DE 202.04 I$ CODE _ � ----___--___�___.._�..------------------------------------------------------..w_ »»>DESIGNATE i�IDEPENDEN'I' STREAM FOR CONFF�UENCE««< -------------------------------------________-___�-�_--__---------------------- ---------------------_--___--------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INpEPENDEN'I' STREAM 2 ARE: TIME OF CONCEN'PRATIdN{MIN.J = 13.06 RAINFI�LL IN'I'ENSITY; INCH/HR) � 3. 97 TOTAL STREAM AREA{ACRES) - 0.50 PEAf{ FLOW RA'FE{CFS} AT CONFLUENCE = 1.35 **�.+r,��+*��,�.�*+�w�+����++***,r*****�**********�*****�*****��*+**t+:*f**++*�* FLOW PROCESS FROA'F NpDE 202.57 TO NODE 202.5$ IS CODE = 21 ------ ---_____--___--_-----------------------------------------------------..�..-- » » >RATTONAL METHOD INITIAL SUBAREJa ANALYSIS� « « ----------------------------__----------------------------------------------- _____-�____--_------------------------------------------------------------------ MUI,TI-UNZTS DEVELOPMEN'!' RUNOFF COEFFICIENT = .7000 SpIL CLASSIFICATION E5 "D" S.C.S. CURVE NUMBER {p,MC II} = 94 • INITIAL SUBAREA FLOW-LENGTH = 120.00 � UPSTREAM ELEVATION = 4a5.20 DOWi�iSTREAM Ei,EVATIO�I = 404.40 EL�/ATIOid DIFFERE[dCE = 1.20 URSAN SiJBAREA OVERLAi+TD T�ME OF FLOW f MINTJTBS }� 7.$$7 100 YEAR RAI2dFALL Ii�I'I'ENS�TX ( INCH/HOUR) = 5. 498 SUBAR�A ALTNOFFfCFS) = D.38 TOTAL AREA(ACRES) = Q.10 TOTAL RUNOFFfCFS} - 0.38 *#*�t#Y�*tttii** tt* * t*t Y* * t * t�YY * i 4Y+Y� t 1F�kyrW #*'k1t`k**#** k f �f *#i ** ** * # � *** iFYrttli*t! FLOW PROCE55 FROM NODE 202.58 TO N�D� 202.58 IS C4DE = 31 »»>COMPU'I'E PTPE-FLOW `I'RAVEL i'IME THRU SUBAREA««< »»>USTNG COI�4PUTER-ES'T'�MATEA PIPESIZE (idON-PRESSURE FLOWj ««< ---------------------------------------------------------------------------- ----------------------------------------------------------------------------- ELEVATION AATA: UPSTRF.AM(FEET) = 404.0� DOWNSTREAM(FEETj = 375.00 FLOW LEPIGTH{FEET} = 720.D0 PSANNING'S N= Q.413 ESTIMATED PIPE DiAMETER(INCH} INCREASED TO 18.4Q0 AEPTH OF FLOW IN 1$.0 INCH PIPE IS 1.7 INCHES PIPE-FLOW VELOCI`PY(�'EET/SEC.1 = 4.4d ESTIMATED FTPE bIAMETER{TNCH� �].6.04 NUMBER dF PIPES = 1 PIPE-FLOW{CFS� = 0.38 PIPE 'T'RAVEL TIME{MIN.? = 2.73 TC(MZN.} = 10.62 LpNGEST FLpWPATH FROM NODE 202.57 TO NODE 2Q2.58 = 844.00 FEET. ,t�Wwr,t*�+,rr,�ww**t:***w*�sf*w,r*�v��++**,t****�*******+**�**�****w*�***+*:f+*+tf FLOW PROCE55 FROM NODE 202.58 TO NODE 2az.�a IS CODE = 81 -----------------------------..__-------------__--__-_-___-------------------- »»>ADDiTION OF SUBAREA TO MATNLTNE PEAK FLOW« «< ---------------------------------------------------------------------------__ ----------------------------------------_-___-____________--_----------------- 100 YEAR RAINFALL INi`ENSITY{INCH/HQURj = A.$39 . MULTI-UNITS DEVELOPMFNT RUNpFF COEFFICTEIVT = .7000 SOIL CLASSIFICATION �S "D" 5.C.5. CURVE NUMSER {p,MC II} � 9p SL3BAREA AREAfACRES) = 5.50 SUBAREA RUNpFF(CFSj = J.7.4$ TOTAL AREAfACRES] = 5.6D TO'TAL �vrra�F�c�s1 = ��.a5 TCfMIN1 = 10.fi2 �Y##4lfY#i�IYfY�Yyff!*Yr�������r+*y.f+*�,ta**,t+a+*****,r+*+*i.*,t+*t�,t,t*t�+r*****r�*k FLOW PRflCESS FROM NODE 202.58 7'4 NODE 202.00 IS CODE = 31 -------------------------------------------------..�.._____-_-_---------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SLTBAREA« «< »»>USING COMPUTER-ESTI[�3ATED PIPESIZE {NpN-PRESSURE FLOW} « « < __--_--_---------------------------------------------------------------------- ----------------------------------------------------------------------------_ ELEVATIOI3 DATA: L7PSTREAM(FEET) = 370.00 DOWNSTREAMSFEET) = 359.DD FLOW LENGTH{FEETj = 85.44 MANNING'S N= 0.013 []EPTii OF FLOW Ii�F 24.0 INCH PIPE IS 15.8 INCHES PIPE-FLOW VELOC�TY(FEET/SEC.1 = 8.17 ESTIMATEp PIP� AIAMETERIINCHi = 24.00 NUMBER OF PIPES = 1 PIPE-F�.OW{CFS) = 17.$6 PIPE TRAVE� TIME{MIfQ.) = 0.17 Tc{MIN.) =�fl.79 LONGEST FI�OWPATH FROM NODE 202.57 TO NODE 202.00 = 925.00 FEET. ***,.*..,.,.*.�**,.�.+...*..**«.+.�.*.+...x+�+***+**�*..**++�**�+*+*ti+t:+t�t*++t FLOW PROCESS FROM NODE 202.00 TO NODE 202.OQ IS CODE = i ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT 5'FREAM FOR CONFLUENCE« �« »»>AND COMPUTE VARIOUS CONFLL3E[�iCED STREAM VALUES««< ------------------_----------------------------------------------------------- ---------------------------------------------------------------_--_------------ TOTAL NtTNiBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT S'i'REAM 3 ARE: • TIME OF CONCENTRATION(i�II�i. ) = 10.79 � RAINFALL IN`FENSITY S IiVCH/HA) = 4. 49 TOTAL STREAM AREA(ACRES) = 5.60 PEAK PLOW RA'FE (CF5) Ai` CONFLIJENCE = 17 .$6 * * CONFLUENC� DA'Z'A * * STREAA§ RUNOFF TC INTENSITY AREA NUMBER {CFS) {MIid.) {INCH/HOUR} (ACREj 1 2.49 6.04 6.497 0.44 ' 2 1.35 i3.06 3.971 0.64 3 17.86 10.79 4.492 5.64 RF�INFALL INTENSITY ANA 'I'IME OF CONCF�iTR.ATZON RATIO CONFLUEidCE F�RMULA USED FbR 3 STREAMS. *; PEAK FLOW RATE TABLE *" STREAM RUNQFF TC INTEI3SITY NUMBER (CFS) {MIid.} {ENCH/HOUR) 1 15.67 6.09 6.497 2 24.78 i0.79 4.492 3 i8.66 13.06 3.971 COMPUTED CONFLUENCE ESTz�SATE5 AR.E'AS FOLLOWS: PEAK FLOW RATE(CFS) = 2a.78 TC(MIDi.} � �0.79 TOTAi, AREAfACRES? = 6.6D LONGEST FLOWPAi`H FROM NOAE 202 .57 '�0 t�IODE 2a2. DO = 925.OQ FEE'i. *tYrYrl�tktkYr* * **i� ***�k*1k ****i� ** ***** ******* *********�r'k * *'k+�y f i W #� y��ryr�F�lr�k#y� *'k *# 1k#i * FLAW PROC�SS FROM NODE 2Q2.00 TO NODE 202.5d I5 CODE = 31 »»>COMPUTE P�PE-F'LOW TRAVEL 'I'�ME TH12U SUBAREA««< • --»»>USIi3G-COMPU'�'EA-ESTIMA3`EA`P�PESTZEY (�IOPI�PRESSURE-FLpW? «�«-_T{'{--TT� ELEVATIOi�I DATA: UPSTREAM(FEET} _' 369.20 D4WNSTFtEAM{FEB3`} _ �68.60 FLOW LENG'i'H(FEET) = 93.OD MANNING'S N � Q.413 DEPTH OF FLOW IN 27.p INCH PIPE IS 19.7 INCHES P3PE-FLOW VELOCITY{gEET/SEC.j = 6.70 ES'FIMATED PIPE 1�IAMETER(INCH) = 27.00 NUMBER OF P�PES = 1 PIPE-FLOW[CFS} - 20.7$ P�PE TRAVF.L 'i'IME(MIAi.) = 0.23 TC(MI[�I.} T �.�.02 � LONGEST FI�OWPATH FROM NODE 2d2.57 TO NOAE 2d2.50 = 1018.00 FEET. *xx*w*,r**t**,t+**i.*#**t�**,ti.***+i.,t*+**,t+t***i.#f*i.+��i**tirr*+*��rY*�*��*��r*ty.* F�,OW PROCESS FROM NODE 202.50 Tp NpDE 202.5b IS CODE = 10 »» >MAIN-STREAM MF3�QRY COPTED ONTO MEMORY BANK # 1 �«�< ---------------------------------------------------------___-------------__--_ ---------------------------------------------------------------------------- t fik�Yti y� y� ik f Y Yf Y* Y#YtYYt#Y##Y? YYf �k Y�k YY#f�kf 4#! *t *�k *******i� M***1t t**t#********t*t FLDW PROC£5S FRON3 NODE 202.51 TO DiODE 202.52 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL NIETHOD INITIAL SUBAREA AI3ALYSIS««< -------------------------------------------------------__-______�____-------- ---------------------------------------------------------------------------- COMMEftCIAL DEVELOPMENT RUNOFF COEFFICIEN'i = .8500 SOIL CLASSIFICATION IS 'D" S.C.S. CURVE NUMBER (AMC TI} - 92 INITIAL SU$AREA FLOW-LFNGTH = 120.00 UPSTREAM ELEVAfi10N = 415.04 DOWNSTREAM �LEVATIDN = 413.80 ELEVATIOI3 DIFF�RENCE = 1.20 URBAN SL3BAREA OVERr1P,ND TIME OF FLOW(MINTJTESj = 4.929 • TiME OF CONCEN'i'RAT�ON ASSLFMED AS 6-MINU'FES � 100 YEAA RAINFALL INTENSITY(II3CH/HOLTR) = 6.559 SUBAREA RUNOFF{CF5) = 1.11 TQ'F'AI, AREA ( AC1�ES �= Q. 2 0 TOTAL RUNOFF { CFS )= 1. 11 �k * f * * �R�lr fr iF **Yr **�ktk* YrtkYr** **Yc�k irYr *Yr * **# i� Y� �Yr R1r** ***** *t*� *i* t t1t tt*tt*t # tY�t# #Y ik t �lr* k FLOW PROCESS FROM NODE 202.52 TO NODE 202.53 IS CODE = 31 ----------------------------------------------------------------------------- »»>COMPUTE PIPE-Fi,OW TRAVEL TIME THI�U SUHAREA««< » » >USING COMPU'1'ER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW} « « � ELEVAT30N DATA: UPSTREA.M{FEET) = 413.80 DOWNSTREAM(FEET) = 400.Op � FLOW LENGTH(FEET} = 454.00 MANNING'S N= O.Q13 ES'i`EMA?'ED PIPE DIAMETERfINCH) INCREASED TO 18.000 DEP'FH OF FLOW II3 18.0 INCH PIPE IS 3.1 INCHES PTPE-FLOW VELOCITlC{FEET/SEC.) = 5.53 ESTIMATED PIPE DIAME`PER{INCH) = 18.60 NUMBER OF PIPES = 1 PIPE-FLOW[CFS} - 1.11 PIPE TAAVEL TIME(MIN.i = 1.36 Tc(MIN.) = 7.36 LdNGEST FLOWPATH FROI4 NODE 202.51 TO �IODE 2Q2.53 = 570.00 FEET. *....*+***..*+*..*.*�.,«��,.***.**...*.**.****+�*f*++�*.**++*�*+**t*tt��***...t+. FLOW PROCESS FROM NODE 202.53 TO NODE 202.53 IS CODE = 82 ----------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO i�4AINLINE PEAK Fi,OW««< 100 YEAR RA3NFAI�L INTENSITY(INCH/HOUR) = 5.751 COhII�IEERCIAL DEVEI�OPME�I'I' RUNOFF COEFFICIENT =. B500 SdIL CLASSIFICATI4N IS 'D' S.C.S. CURVE NL7MBER (AMC II) = 92 SUBAREA AREA{ACRES) = 1.70 SUBAREA RUNOFFfCFS1 = $.33 � TOTAL AREA(ACRES) = 1..90 'PO`f`AL, RUNOFF(CFS) = 9.43 TC (MIN) �= 7 .36 **,.*«*,.****�********�*�*,r*+*,.,.�,.*>.*�***.*+.*****�«**..*****«****t*�**+*+t�+t FLOW PROCESS FROM NODE 202.53 TO NODE 202.59 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMP[T'I'E PIPE-FLOW TRAVEL TIME THRU SUBAREA««< » » >USII3G COMPUTER-ESTIMATED PIPESIZE (NQN-PRESSURE F�,OW} « « < ELEVATION DATA: UPSTRF.Ai�7(FEET) = 400.04 DDWNSTREAMfFEE�') = 382.00 FLOW LENGTH(FEET) = 46Q.00 MANNING'S N= 4.013 ESTTMATED PTPE D2AM�.'FER(INCH} ENCREASED TO 18.Q00 , DEPT'H OF FLpW IN 18.0 INCH PIPE IS B.8 IEdCHES PIPE-FLOW VELOCITYfF�ET/SEC.) = 11.03 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = }. PIPE-FLOW(CFSi = 9.43 PIPE �'RAVEL TIME(MYN.j = 0.70 Tc(MIN.} = 8.05 LONGEST Fi,OWPATH FROM NODE 202.51 TO NODE 202.59 = 1034.00 FEET. **t*xr*****+++*�xwt+rr**�xtirrrs�r*+��rw*y�i+++*wy.-r+*4y,�r�,rw��k++#fti.*�+�*++*��+ FLOW PROCE55 FROM NODE 202.59 TO NODE 202.59 I5 CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMOF2Y BANK # 2««< ---------------------------------------------------------------------------- **,r�+w*+��*+�«t�w+��+�+�++�+*��***+*.*+*****+*�***,r**+**+***„+*******..��.�* FLOW PROCESS FRpM NODE 2D2.54 TO NODE 202.55 IS C4DE = 21 ___-____�_----__-------------------------------------------------------------- »»>RATIONAF, METHOD INITIAL SUBAREA ANAI�YSTS««< -----------------------------------------------------------------�________-_ • ROAD{�RD SURFACE} C4VER RUNQFF COEFFICIENT =.9500 �` SOTL CLASSIFICATIDN IS "D" , S.C.S. CURVE NUMBER (AMC II} - 92 INITIAL SUBAI�EA PLOW-LENGTH = 20.00 UPSTREAM ELEVATION = 416.40 DOWNSTREA�] ELEVAT�ON = 416.OQ ELEVAT3pN DIFFERENCE = Q.4Q URBAN SUBAREA OVERLA�FD TI3�7E OF FE,OW(MINUTES) TIME OF CONCEi�ITRA'i'ION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY{INCH/H�UR} = E SLtBAREA RUNOFF (CFS) = 0 . 31 - 4.958 559 TOTAL AFtEA (ACRES) = 0. 05 TOTAL RiJNOFP (CFS} R 0, 31 *v.**v.�w*rt**++++*+ff****,rr�*�+w�,*+v.+++***+***++*+�**�*+***�*rr****+**tt*a�rw** FLOW PRpCESS FROM NODE 202.5$ 'T'0 NOAE 202.5b IS CODE = 62 ------------------------------------------------------------------------------ »»>COMPLF'I'E STREET FLOW TRAVEi� TIt+iE 'I'HRU SiJBAREA««< »»> { STREET TABLE SECTIOrI # 1 USED) ««< ----------------------------------------------------------------------_--__---- -----------------------------------...._-------------------------------------- UPSTREAM ELEVATEQN(FEET) = 9�6.00 DOWNSTRF..AI�4 ELEVATZON(FEETj = 382.D0 STREE`i` LENGTii(FEET) = 900.00 CURB HEIGHT(zNCHESi = 6.0 STREET HALFWIDTH{FEET} = 20.dd DISTANCE FROM CROWN TO CR05SFALL GRAllEBFtEAK(FEET) = 15.00 IiQSIDE STREET CRQSSFALL{DECIMAI,} = O.Q20 Oi.TPSIDE STREE'i CAOSSFALL (DECIMAI�j = 0.020 SPECIFIED NUMBER OF fiALFSTREETS CARRY�NG RUNOFF = 1 STREET PARKWAY CR055FALL(DECIMALi = d.020 Manning's FRfCTION FACTOR for Streetflow Section{curb-to-curb) = p.p175 Manning's FRICTION FACTOR for Back-of-Walk Flaw Section = 0.0149 S**TRAVEL i`IME COMPU'I`ED USING ESTIMA�'ED FLOW {�FS j= 2. 64 STFtEETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLL3W DEPTH(FEETi = 0.29 HAr,FSTREET FLOOD WIDTH(FEETj = 8.13 AVERAGE FLOW VELOCITY(FEET/SEC.} - 3.38 PRODUCT dF DEPTH&VELOCITY{FT*FT/SEC.) = 0.98 5TA£ET FLQW TRAVEL TIME[MYN.} = 4.43 'I'c{MEN.) _�Q.43 lOD YEAR RAINFALL INTEI3SiTY(INCH/HQURj = 9.591 AOAD(HARD SURFACE} COVER RUNOFF COEFFICIENfi =.9500 SOIL CLASSIFICATION IS "D" S. C. S. CURVE A7i.TMSER ( AMC I I) = 92 SUBAREA AREAfACR�S) = 1.05 SUBAREA RUNOFF(CF5) = 4.58 TDTAL AREA(ACRES} - 1.10 PEAK FLOW RATEfCFS) = 4.89 END OF SUBAREA S`I'REE'I' FLOW HYDRAULICS: DEPTH{FEE'Ti = 0.34 HALFSTREET FLOOD W�DTH(FEET� = 1D.7� FLOW VELpCITY{���T/SEC.) = 3.86 DEPTH*VELOCITY(FT*FT/SEC.) = 1.32 LQNGEST FLOWPA`F`H FROM N4DE 202.54 TO NODE 2D2.56 = 920.OQ FEET. *�t��f*�+�*+t+��****+**++**.*.*.�.,***��**�*..,**�*�*.**,.****�*�+�.****,.*�*«** FLpw PROCESS FROM NODE 242.56 TO idODE 202.59 IS CODE = 31 ------------------------------------------------------------------------------- »»>COMPLTI'� PIPE-FLOW TRAVEL TIME THRU SUSAREA««� »�»USING CO2�SPLiTER-ESTIMATED PIPESIZE {NO�I-PRESSURE FLdW) «�« ---------------------------__-------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEETj = 382.30 DdWNSTRFIIM(FEET) = 382.00 FLOW LENGTH(FEET} - 20.00 MANNING'S PI = 0.013 ESTIMATED PIPE DIAiiETER(INCHj IPICREASED TO �8.000 DEPTH OF FLOW IN �$.0 INCH PIPE I5 7.4 INCHES � PIPE-FLDW VELOCITY{FEET/SEC.} = 6.52 � ESTIMATED PIPE DIAMEi`ER(INCH) = 1B.00 idLTMBER OF PIPES = 1 PiPE-FLOWICFS} - 4.89 PZPE TFtAVEL TIME (MI�T. ]= 0. 05 Tc {MI23. }- 10 . 48 LONGEST FLOWPATH FFtOM NODE 202.5A 'i0 I30DE 202.59 = 940.00 FEET. yry� yr Y 1�tf ftt**tk'k'k* t**t*� t**'k*i f*#i ****tk *t ##t#####*** f t*tf***t** t*tt#t#i� �Y4�k#** FLOW PROCESS FROM NODE 202.59 TO NpDE 202.59 IS CODE = 11 »»>CONFLUE3QCE MEMOAY BANK # 2 WITH THE i�AIN--STREP.M MEMORX««< ----------------------------------------------------------------------------_ ** MA�N STREAM CONFLUENCE DATA ** STREAM RUNOFF' TC INTENSITY AREA NUMBER (CFS) (MIN.} (INCH/HOUR) (ACRE} 1 4.89 10.48 4.57b 1.10 LONGEST FLOWPA'iH FROM NODE 202.54 TO NODE 202.59 = 940.00 FEET. ** MEM4RY BANK # 2 CONFLUENCE DATA ** STREAM RiFNOFF Tc INFENSITY AREA NUMBER (CFSj {MIN.} (INCH/HOUR) (ACREy 3 9.43 8.05 5.426 1.9fl LONGEST FLOWPA'FH FROM NODE 202.51 TO NODE 202.59 = 1030.00 FEET. * * PEA3{ FLOW RATE TABLE * * STREAM RUNOFF TC INTENSITY NL]MSEA (CFS) LMII3. ) (�NCH/HOUR1 1 13.55 8.05 5.42b 2 12.84 10.48 4.576 COMPUTED CONFLUENCE ESTIi�SATES ARE AS FOLLOWS: � PEAK FLOW RATE{C�'S) = 13.55 TC(MIN.) = 6.05 TO'i'AL AREA (ACRE51 = 3 . 40 +�+*�*+*t*++*�****«.**.**...+**.*.�***+...*+.,****«„*,....*.,.,..�.,..,.*******�,.*+** FLOW PROCESS FROM NODE 202.59 TO DiODE 202.50 YS CODE = 31 ---------------------------------------------------------------------------- »»>CONSPUTE PFPE-FLOW TRAVEL TIME THRU SUBAREA« « � »»>USING COMPUTER-ESTIMA'FED PIPESIZE {NON-PRESSURE FL�OW) « « < ELEVAT20�1 DATA: UPSTREAi�'4(FEETi = 382.00 DOWNSTREAM(FEETj = 38Q.DD FLOW LENGTH(FEET) = 180.00 MPNNING'S N= 0.013 DEP`i'H OF FLOW IN 21.0 INCH,PIPE IS 14.9 INCHES PIPE-FLbW VELOCITY(FEET/SEC.1 = 7.40 ESTIMAT$D PIPE DTAMETER(INCHj = 21.00 NUMBEFt QF PIPES = 1 PIPE-FLOW(CFS} � 13.55 PIPE TRAVEL `T'IME(MIN.j = 0.41 Tc(MIN.) = 8.46 iONGEST FLQWPATH FROM I30DE 2Q2.51 TO NODE 242.50 = 1210.Q0 FEET_ #*}***f{#i ii# f fiY*i4 rt�Yi+*i t�Yi}ik�##*i�lr*ti *M+iFikiYiYl�i f* Y tY**YrY#**tY Y Y Y* Y��kY#YY� f# FLpW PROCESS FROM NODE 202.50 TO NODE 202.50 IS CODE = 11 »»>CONFLUENCE MEMORY BANK #� WITH 'I'HE MAI�F-STREAM MEMORY««< ---------------------------------------------------------------------------- * "' MAEN STREAI+� CQNFLUENCE DATA * * STREAM RLFNOFF TC INTENSITY AREA NUMSER (CFS) (MZN.) (IDiCH/HOURj (ACRE} 1 13.55 8.46 5.257 3.00 LONGEST FLOWPA'FH FROM NODE 202.51 TO NODE 202.5� = 1210.00 PE�T. • ** MEMORY SANK # 1 CONFLUENCE DATA ** � STAEAM Ri3�iOFF Tc TN'F`ENSITY AREA NUMBER (CFS) (!'1I[d.1 (INCH/HOLiR} (ACRE) i zo.�a �i.oz 9.431 �.�a LONGEST FiOWPA'FH FROi�f NODE 202.57 TO NODE 242.50 = 1018.00 FEE`£. * * PEP.I{ F�OW RA'F'E TABLE * * STREAkS RiiNOFF Tc IN'i`EDIISxTX NUMBER (CFS) (MIN.) (INCH/HOLTR) 1 31.06 8.46 5.257 2 32.20 11.02 4.431 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATEfCFS) = 32.20 Tc(MIN.) = 11.02 TOTAL AREA(ACRES) = 9.60 * ##***# * *# R'ktt * 1{'Y f � # f t# ti!!f Yi4 * Yy� yryr M'Fyr } {*## * * * * *# * ******* *#* * *** * ******* * MM Yr FLOW PROCESS FROM NODE 2D2.50 TQ NODE 203.40 TS CODE = 41 »»>COMPUTE P�PE-Fi�OW TRAVEL TIME THRiJ SUBAREA««< » »>USING USER-SPECIFIED PIPESIZE (EXISTII�G ELEMENT} « « < ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM{FEETi = 368.20 DOWNSTRE.�hiiFEETi = 366.90 Fi,OW LENGTH ( FEE'F }= 13 9. 0 0 MANNI I3G ' S N= 0. 013 ASSUME FULE�-FLOWiNG PIPELINE PIPE-FLOW VELOCY'FY{FEET/SSC.j = 10.25 PIPE FLdW VELOCFTY =(TOTAi FLOWj/{PIPE CROSS SECTION AREAi GIVEDi PIPE DIAMETEFt(INC4-I} = 24.b0 NUMBER OF PIPES = 1 PIP£-FLdW(CFS} = 32.20 PIP£ TRAVEL TIME{MIN.i = 0.23 Tc(MIN.f = 11.25 LONGEST FLOWPATH FROi�i NODE 202.51 TO NODE 2o3.ao = i344.aa FEET. � +*****+*��*++***************++***:***++*++++++*t***+*t:***+++*t+��*++*+*t+*t FLOW PROCESS FRQM NODE 203.00 TO NODE 203.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < ------------------------------------------------------------------------------ ---------------------------------------------------------------------------- TOTAL NUMBER OF STRF�MS = 2 CONFLUENCE VALUES USED FOR IiVDEPENDEiJT STRE.�M 1 ARE: TIME OF COIVCENTRATIO�I{MIN. ) _ �1.25 RAINFAL€, INTENSITY(IfQCH/HRj = 4.37 TOTAL STREAM AREA(ACRES) = 9.60 PEAK FLOW RA�E(CFS) AT CONFLUENCE = 32.20 .**«****�+�*.**.+*++*��****�,.x..*,..*.�**.��.��.*..***.****«,.��*.**k.,..***«.*. FIrOW PROCESS FROA4 230DE 203 . 90 TO NO!}E 203 . BO IS CODE = 21 » » >RATI4NAZ, METHOD INTTIAL SUBAREA ANALYS�S « «< ---------------------------------------------------------------------------- SINGLE FAMILY DBVELOPMENT Ri7NOFF COEFFZCIENT =.5540 SOIL CLASSIFICATION IS "D` S. C. S. CUftVE N[,7MBER {�C T I J = B B INITIAL SUBAREA FLQW-LEIdGTH � 124.00 UPS'T'R�Ari �LEVAfiION = 3&3.80 DOWNSTRF.AM EL�IA`��4N = 382.60 ELEVATION DZFFEAENCE = 1.20 URBAN SU�ARFA OVERI�AND TIME OF FLOW{MINU'i'ES) = 11.145 100 YEP.R RAINFAZ,�, INTENSITY(INCH/HOUR) = 4.399 SUSAREA RUNOFF{CFS) = 0.34 TOTAL AREA[ACRES) = 0.14 'I'OTAL RUNOFF[CF5) = 6.34 • ..�..�*�.k.*..**....***.��....,�.****�*+.**+*..,.*.+�**+**+*******+*++***+.*�++ � FLOW PRpCESS FROM NODE 2p3.80 TO NODE 203.70 IS CODE - 5� »»>COMPUT� TRP,PEZOIdAL CI-�PIVNEL FI.OW««< » » >TR.AVELTIME THRU SUSAREA (EXISTING ELEMENT} « � « -------------------_----____---------------------------------------------------- -------------------------------------------------------------------------_--__ ELEVATIQN DATA: UPSTREA?�4(FEET) = 382.60 D{)W�ISTREAM{FEET} � 376.60 CHANi�fEL LENGTH THRU SUBAREA(FE$T) = 140.40 CHANNEL SF�OPE = D.D429 CHANriEL BAS�(F��T} � 0.00 'z" FACTOR = 50.000 MA�iD3ING' S FACTOR = D. 615 MAXI3�'fiJ�7 DEPTH { FEET) = 5. 00 CHAN�IEL FLOW THRU SUBAREA(CFS) = 0.34 FLOW VELOCETY(FEE�/SEC.1 = 2.00 FLOW DEP�'H(FEE�`} = 0.06 TRAVEL TIME(MIN.} = 1.17 Tc(MIN.j = 12.31 LOA}GEST FLOWPATH FROM NODE 203.90 TO NODE 203.70 = 264.00 FEET. *rr***�****v�**«ww****�+ir**x�****,rw,r,rw,r+ww*w,�Wv��,*+*�**+,r**�*****,r***x�**»w�*x FLOW PROCESS FROM NODE 2Q3.80 TO NpDE 243.70 IS CObE � 81 »»>ADDITION OF SLTSAREA TO MAINF�INE PEAIC FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------__-- 1,00 YEAFt RAINFALL IN'PENSI�'Y{�NCH/HOUR) = 4.�26 SIi53GLE FAMELY DEVELOPMEAIT RUNOFF COEFFICIENT =.550D SpIL CLASSIFICATION IS "D" S. C. S. CURVE NU[YffiER I AMC I F} = 8 8 SUBAREA AREA(ACRES} = 0.82 SUBARF.A RUNOFF(CFSJ = 1.86 TOTAL AREAiACRES) = 0.96 TOTAL FtiTDiOFF{CFS} = 2.20 TC(NSIN} = 12.31 w**�.w.�.*t:**+�t+**t��*�*�tt*�*�****+t�*++�+***��*t+*.�******tt,.***t*�++��tt FLOW PROCESS FROM NODE 203.70 TO AIODE 243.10 I5 CODE = 31 ---------------------------------------------------------------------------- � »»>COMPUTE PIPE=FLOW TRAVEL TIM£ THRU SUBAREA« «< » » >USiNG COMP[J'PER-ESTIMATED PIPESIZE (NON-PRESSURE FLdW} « «< ELEVATION DATA: UPSTREA2�4fFEET) = 376.60 DQWI3STREAM(FEET) = 373.D0 FLOW LENGTH(FEET} - 87.Q0 MANNII3G'S N= O.OI3 ESTIMA'i`ED PIPE DIAMETER(INCH) INCREASED TO 1$.004 DEPTH OF FE,OW IN 18.0 IAICH PEPE IS 4.0 ENCfiES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.52 ESTIMA�`ED PIPE D�AMET£R(INCH) = 18.00 NUMSER OF PIPES = 1 PIPE-FLOW(CFS) = 2.20 P�PE TR.AVEL TIME(MI23. )= 6. 19 Tc (�iIN. )= 12 .50 LONGEST FLOWPATH FROM NODE 203.90 TO NOBE 2Q3.10 = 351.00 FEET. *�t**t�****,.,,*,,,.�**.*,.+�.******************�**«.*++�***�****�**„*«,,,.,.****�** FLOW PROCESS FROM NODE 203.10 TO NODE 203.�.0 IS CQDE _$1 »»>ADDITZON OF SUBAREA TO MAIAII,INE PFAK FLOW««< __..�------------------------------------------------------------------------ 1D0 YEAR RAINFRLL INTENSITY(II�}CH/HOURj = 4.084 SINGLE FAMILY D�VELOPi�iEN'£ RUNOFF COEFFICIEN'T =.550Q SOIi CI�ASSIFICATiON IS 'D' S.C.S. CURVE Ni]MBER (AMC II) _ $8 SLTBAREA AREA(ACRES} - 0.93 SUBAREA RUI30FF{CFS} � 2.p9 TOTAL AREAIACf�S) = 1.89 TQTAL RUNOFF(CFS) = 4.29 TC(MIN} = 12.50 yxx*�t***r****rx+**x+r**+**w**�**a+t*tt**+t+**w**�++�*r�++****,r,r**+*a***��r�* FLOW PROCESS FROM NODE 2D3.10 TO NODE 203.00 IS CODE = 33 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME `I'HRU SUBAREA««< � » »>USING COMP[TI'ER-ESTIMATED P�PES�ZE (NON-PRESSURE FLOWj « ¢�< • 'TELEVATiON DATA 'UPSTREAM(FEET} = W373 00+ DOWNSTR�(PEET) _ '372TD0 FLOW LENGTH[FSET) = 86.50 MANNING'S �= 0.413 ESTIMA`i'ED P�PE DI1�E`i'ER(Ii�iCH} INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.j = 5.73 ESTIMA'PED PIPE DIAt+�E'i'ER{INCH� _ �8.00 NUMBER OF PTpES = 1 PIPE-FLOW(CFS) = 4.29 PIPE TRAVEL TxME(MI�I.) = 0.25 Tc(MIN.i = 12.76 LOidGEST FLOWPATH FROM NpDE 2D3.90 TO NODE 2fl3.00 = 437.50 FEET. *,�*��rrtt*t*t*r*�*w***i.�+***++++tf*t****�t�ki.��*t+++�tti***tr**�r�i***r*,r*�k+tts FLOW PROCESS FROM NODE 203.J.0 TO NODE 203.00 IS CODE = 1 --------------------------------------------..____�_-------___________..___..__ »»>DESIGNA'£E IPiDEPENI�ENT STREAi�I FOR CONFLUENCE««� »»>AND COMPUTE VARIOUS CONFLUENCED STREPM VALUES ««< ----------------------------------------------------------------------------- �TOTAL �F[TMBER OF STREAMS = 2 CONFLT3EidCE VALUES USED FOR ENDEPEI�3DEN'i' S'TA�AM 2 ARE: TTi�7E OF CONCENTRA'i`�ONIMIN. ) = 12..76 RAINFALL INTENSITY{ZNCH/HR) = 4.03 TOTAL STREA3+3 AREA(ACRES} = 1.89 PEAK FLOW RATE(CFS} AT CONF'LUFNCE = 4.29 ** CONFLUENCE DATA ** , STREAM RUNQFF Te INTEi3SI'i'Y Aft£A NUMHER (CFS} (PfIi�i. } {�NCH/HOURi (ACRE) 1 32.20 11.25 4.373 9.60 2 4.29 12.76 4.032 1.89 • RAINFALL INTENSITY AND TIM� OF CONCENTRATIpN RATIO CdNFLUEI3CE FORMUI�A USEb FOR 2 S'I`itEAMS . *• PF�C FLOW RATE TABLE +* STAEAM R�FNOFF TC INTENSITY NUMHER (CFS) (�7IN. f (iNCH/HOiTR) 1 36.15 11.25 4.373 2 33.98 12.76 4.032 COMPUTED CONFLUED7CE ESTTMATES ARE AS FOLLOWS: PEAK ELOW RATEiCFS} � 36.15 `I'c(MIN.j = 3�.25 TOTAL AREA(ACRES) = 11.49 , LONGEST FLOWPATH FROM NODE 202.51 TO NODE 2Q3.00 = 1349,Q0 FEET. END OF STUDY SUNiMARY: TOTAL AREA{ACRESf = 11.49 TC(MIN.� = 11.25 PEAIC FLOW FZATE { CFS } = 3 6. 15 ------------------------------------------_--___------------------------------ ----------------------------------------------------�.._____----------------- E�7D OF RATIONAi� METHOD AAIALYSIS 0 ` � ***+x**+*��*++t*�+xx+���+�rx�+**��**r******��+r+t�r+****+++t*�**��r+rrr�*s** � RATIONAL I�ETHOD HYDFiOLOGY CO2+SPi1TER PROGRAM PACKAG� Reference: 5AN DIEGO COUN'�'X FLOOD CbNTROL DISTRICT 1985,1981 HYDROLdGY MANUAL (c} Copyright 1982-20Q1 Advanced Engineering Software (aes) Ver. i.SA itelease Date: O1lO1/2001 License ID 1509 Ana�ysis prepared by: PROJEC'FDES�GN CONSLTLTANTS 7D1 B STREET, SUITE SQO SAN DIEGO, CA 92101 {619} 235-6471 **:+r*t*+++*�t+*«*+w«w*,r++ pESCRTPT�dN OF ST'UDX *+�++**++r+++t+�a++if#*�** * RESIDEN'iIAL LOTS ITYDROLOGY ULTTMAT� CONDITFONS * * PLANNING AREA 7- BRE55I R�,NCH * " SYSTEM 244 * ****+****t�t*t+*+.**«***�+*****����++�f****�+**+**�**v�v�**�+,r�*+�v.,+,�+t�***** FILE NAME: C:\2244\2Q4.DAT TIME/DATE OF ST13DY: 17:02 06/24/2002 USER 5PECIFIED HYARpLOGY AND HYDRAUL�C MQDEL INFORMA'i`EON: -----------------.._____----------------------------------------------------- 1965 SAN DIEGO 2+3ANUAL CRITERIA �TSER SPECIFIED STORM EVENTfYEAR} = 100.00 6--HOLFR DURATTpN PRECIPITATION ( Ii+ICHES? = 2. 800 SPECIFIED MINIMUM I'IPE SIZE(IAICH} = 18.Q0 SPECIFIED PERCEN'I' OF GRADIEN'f5(DECIMAL} TO i3SE FOR FRICTION SLOPE = D.90 •'P.id DIEGO HYDROLOGY MPN[]AL "C" -VALUES i75ED FOR RATIONAL t+1ETHOD .dOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFZNE� STREET`-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* �rAr,F-- CROWN TQ STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CRpSSFAY,L IN- / 0[PP-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT} (FT} SIDE / SIDE/ WAY (FT} (FT} (FT) (FT} {n) --- ----- --------- ----------------- ------ ----- ------ ----- ..______ --- ----_ ---__------ ----------------- ------ ----- ------ ----- ------- 1 20.D 15.0 a.020/4.024/0.420 0.50 1.50 0.0312 0.125 O.Q175 GLOSAI, S'I'REET FLOW-DEPTH CONSTRAINi'S : 1. Ralative Flow-Depth = 4.50 FEET as {Maximum Allowable Street Flow Depth) -(Top-of-Curb] 2. {�Epth)'{Velocityf Constraint = 6.0 (FT*FT/S) *SIZE P3PE WITH A FLOW CAPACY'FY GREATER THAN- OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* .++***+.***�+***.*�.*��.,.,.**.�+*+.�*****�*.».�*.******��r�..++.++**+��*�+t+�.+ FI,OW PROCESS FROM NOD� 204.14 TO NODE 2pA.11 IS CObE � 21 »»>RATIONAL METHOD z[dITTAL SUBAREA ANALYSIS««< -------�_______�------------------------------------------------------------ SINGLE FAMILY DEVELOPMEN'I' RUNOFF COEFFSCTEN'£ _.$5d0 ' SOIL CLASSIFICATI0�1 IS `I3" S.C.S. CURVE NLTMBER (AMC II) = 88 I�IITIAL SUBAREA FLOW-LENGTH = 237.00 UPSTREA3�1 ELEVATIO�+I = 387.10 DOWPISTREAiyI ELEVATION = 377.60 ELEVATION DIFFERENCE = 9.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.595 CA[TI'ION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINI'PIOPI. EXTRAPOLATION OF �iOMOGRAPH USED. 104 YE.�R RA�NFALL INTENSITYfII3CH/HOUR} = 4.B45 SUBAREA RUNOFF(CFS) = 0.4$ `I'O'FAL AREA{ACRESI = 0.18 TOTAL R[JNOFF(CFS) = d.98 x*+*,r***xww*w�r**,t****x�r++*�*a*+x+*++r+++++**+***+r***+*++******ta,r**+*+**+* FLOW PROCESS FROM NODE 204.11 TO NODE 204.12 IS CODE = 62 »»>CON3PUTE STREET FLOW TFtAVEL TIME THI2ti SUEAREA««< �» » >(STREET-TABLE_SECTION-#--�-USED) « « <-`------------------------------ �PS`i'FtEAhS ELEVATION(FEET) = 377.60 DOWI35TREAM ELEVAT�ON{FEE'i'j = 368.20 STAEET LEt3GTH(FEET] = 336.00 CURB HEIGHT(INCHES) = 6.0 STREET HAI�FWII�TH(FEE`I') = 20.00 DIS�ANCE FRO�4 CROWN TO CROSSFALL GRADEBREAFC(FEET} = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OLTTSIDE STREET CR05SFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTRE�'PS CARRYTNG RUNOFF = 1 STREET PARKWAY CROSSFALL(AECIMAL) = a.020 Manning's FRICTION FACTOR for Streetflow Sectionlcuxb-to-curb) � 4.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 4.0149 **TRAVEL TIME COMPU?`ED USIidG ESTIMATED ELOW(CFS� _ STREETFLOW MODEL RESULTS iiSING ESTIMATED FLOW: STREE'F FLOW DEPTH{FEET) = 0.22 HALFSTREET FLOOD WiD3'H(FEET) = 4.75 AVERAGE FLOW VELOCI`i`Y(FEET/SEC.) = 2.37 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.} � 0.52 STREET FLOW TRAVEL T�MEIMIN.f = 2.36 � TC(MIN.) = 11.96 lOD YEAR RAINFALL IN'iENSITY(INCI-i/HOUR} = 4.2Q4 SIFiGLE FAMIE,Y DEVELOPMENT RU�10FF COEFFTCIENT =.5500 SOIL CLASSIFICATION �S "b" S.C.S. CURV� NUMBER {AMC II) = 88 SiFBAREA AREA(ACRES} � 0.29 SUBAREA RUNOFF(CFS} _ TOTAL AREA(ACRESj = D.47 PE.�Tf FiAW RATE(CFS} - 0.82 0.67 1.15 k�TA OF SUBA,REA STREE�' FLpW HYDRAULICS: •�EP'I'HfFEET) = 0.24 HPI�FSTREET FLOOD WIDTH{FEET} = 5.79 ��LOW VELOCITY(FEET/SEC.) = 2.54 DEPTH'"VELOCTTY(FT*FT/SEC.} = 0.6� LONGEST FLOWPATH FROM NODE 2Q4.10 TQ NpDE 204.12 = 573.00 FEE'i`. 'k ***Yc*i� i� i� f * R* *Yr YriF Yr **�k *** *#* #i�*# tti �1 iFY�iy�**f *tYi#'f'f i#+yr�Y f iY #Y * *# # f �! f Y * #�k#ttiti# # FLOW PROCESS FROM NODE 2D4.12 TO NOI]E 204.30 IS CODE = 31 »»>COMPUTE PIPE-FLpW Tf�AVEL 'd`IME TI-IRU SUBAREA««� »»>USING C0�IPUTER-ES'TINiATED PIPESIZE (NON-PFtESSi.FRE FLOW) ««< ----------------------------------------------------------------------------- ----------------____..-------------------------------------------------------- ELEVATION DATA: UPSTFtEAM(FEE'F) = 368.2Q D4WN5TREAMIFEET) = 367.8Q FLOW LENGTH(FEETf = 18.00 MADiidING'S N= 0.013 ES�`IMA'FED PTPE DIAMETER(INCH) INCREASED TO 1$.00D DEPiH OF FLOW I23 �5.0 INCH PEPE I5 3.4 ENCHES PIPE-FLpW VELOCITY{FEET/SEC.J = 4.98 ESTIMATED PIPE DIAM£TER(IPICH) = 18.04 NLTMBER OF PIPES = 1 PIPE-Fi,OW(CFS} = 1.15 PIPE TRAVEL TIME{MIN.} = 4.�6 TC(MIN.) = 12.D2 LONGEST FLOWPATH FR02� NODE 204.14 TO NODE 204.3� = 591.D0 FEET. *+*****++t**f*x*.+**+.**,.**...*.,�.�.�.*�..****.���..*�**.++***,.�++*+*+++***+�.+ FLOW PROCESS FROM NODE 204.30 'i`Q NODE 204.3D �S CODE = 1 -----------------------------------------------------------------------.._...._ »»>DESiGNATE INDEPENDENT STREAM FOR C033FLUENCE« �« TOTAL NUMBER QF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME QF CONCEN'T'RATTON{MIN.) _ �2.02 RAINFALL INTENSITY(TNCH/HR) = 4.19 O'i'AL STREP.M AR�A (ACA�S) = D. 47 �EAK FIAW RATE(CFS} A`T` CONFLUENCE = 1.15 � t tYrYr � �k k * ** *Yr*}*YiY�+i f i�#4�k*Yri i �ki L� Y� �Y�F�Y�Yi * i �k+Y �R * *# * M �lrY k***##i i * t***Yr * * �FYr******* FLOW PROCESS FROM NpDE 204.20 TO NODE 204.21 I5 CODE = 21 ________________.._---------------------------------------------------------- »»>RATIO�IAL �SETHpD INITIAL SUBAREA ANALYSIS««< ---------------v-_-_----------------------------------------------------- ------------------------�_-__-------------------------------------------- SINGLE FAMILY DEVELOPMEN'I' RUNOFF COEFFiCIEN'i =.5500 SOiL CLASSIFICATIQN IS "D" �S. C. S. CURVE NUMBER ( AASC I I) = 8 8 'NITIAL SUBAREA PLOW-LENGTH = 120.00 1PSTREAM ELEVATION = 3$$.24 DOWNS`�'REAM EL�ATION = 387 . QO ELEVA`i'�ON QIFF'ERENCE = �.20 URBAN SUBAR�A pVERLAND TIME �F FLOW(MINUTES} = 10.845 300 YEAR RAINFALL INTENSITY(INCH/HOUR) = 9.477 SUBAREA RUNOFF(CFS) = 0.25 TO'FAL AREA(ACRES} = 0.10 TQ'FAL RUNOFF(CFS} = 0.25 *+..*��..**.t.+**++�*+«*�.*„****+.+�++*****+*,�*k�**+*�+��t++t**�+**t+.t���+* FLpW PROCESS FROE�4 NQDE 204.21 TO NOD� 204.22 IS COAE = 52 --�_______-___---------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME TIiRU SUBAREA«« < » » >(STREET TABLE SECTION # 1 USEDJ� « « ------------------------------------------------------- -------------------..�..__.. -----------___--_--------------------------------------------------------------- iTPSTRF.�1i�3 ELEVATI ON ( FEET )= 3 87 . 0 0 DOWNSTREAM ELE�IATI ON ( FEET }= 3 6 B. 2 0 STREET LEAiGTH{��ET} = 491.50 CURB HEIGHT{INCHES) = 6.0 STREET HALFWID'PH(FEET) = 20.00 DISTANCE FROM CROWPI TO CR05SFALL GRADEBREA�CIFEETj = 1$.00 Ii3SIDE STREET CFtOSSFALL(DECIMAL� = 0.424 OUTSIDE STREET CROSSFALi,(DECI[�SP.L} = O.D20 SPECIFIED 33[FMBEA OF !-IALFSTREETS CARRXING Fti3NOFF = � STREET PARKWAY CROSSFALi�(DECI[+SAL} = Q.p20 Manning's FRICTION FACTOR for StreetElow Sectzonicurb-to-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of--Walk Flpw Section = 0.0149 **TRAVEL TIME COMPUfiED USIDIG ESTTMATED FLOW{CFSf = . STREETFLOW MODEL RESiTLTS USTNG ESTTMATED FLOW: STREET-FLOW DEPTH{FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEETa = $.60 AVERAGE FLOW VEI,OCI'i'Y(FEET/SEC. �= 3.46 PRODUCT OF DEPTH&VELOC�TY(FT*FT/SEC.} � 1.a3 STREET FLOW TRAVEL TIME(MIN.} � 2.37 TC(MIN.) = 13.22 100 YEAR RAINFALL IN'FENSITY(I�iCH/HOUR} = 3.941 SIi3GLE EAt�4ILY DEVELOPMENT R[3I30FF COEFFICiENT =.55D0 SOIL CLASSIFICATI�N iS 'D' S.C.S. CURVE NUMBER {pMC I1� = BB StJBAREA AREA(ACRES} W 2.50 SUBAREt1 RUNOFF(CFSj = TOTAL AREAiACRE5) = 2.60 PEAK FLOW RATEfCFS) _ 2.97 5.42 5.67 END OF Si3BAREA STREE'F FLOW HYDRAULICS : DEPTH(FEET} � 0.35 HALFSTREET FLOOD WIDTH(FEETj = 11.36 FLOW VELOCT'i'Y(FEET/SEC.i = 4.02 DEPTH*VELOCITY(F'F*FT/SEC.j = 1.42 LONGEST FLOWPATH FROM AiODE 2a4.20 'i'Q NODE 209.22 = 6J.1.50 FEET. * �k * * t �k �k �YiF+�k � #�k *iYiki�k *iYrYr##***i� * ** * * * * * **** **YrYr*i� ****ir * * **rYr�M w**1r*** i*#it*� * ** FLdW PRQCESS FROM NODE 204.22 TO NQDE 2Q4.30 IS CODE = 31 ---------------------------------------------------------------------------___ »»>COMPU'FE PIPE-FLOW TRAVEL 'FIME THRU SUSAREA««< »»>USING CO�'iPUTER-ESTIMA'I`ED PEPESIZE (I30N-PRESSURE FLOW) ««< ELEVA'I'iON�bATA : UPSTRE.�N1 { FEET J= 3 6 S. 2 0 DOWNSTREAi+F ( FEET y= 3 6 8. 0 0 FLOW LENGTH{FEE'F) = 30_Oa MANNING'S N= O.Oi3 ESTIMATEB PIPE DIA�]ETER;INCH) INCftEASED TO 38.000 DEPTH OF Fi�OW IN 18.0 INCH PIPE IS 7,4 INCHES PTPE--�'i3OW VELOCITYIFEE`I'/SEC. } = 7.54 STIMATED PIPE DTAMETER{INCHj = 18.00 NiJMBER OF PIPES = i �IPE-�Lpw(CFS} = 5.67 PTPE TRA�I�L TSME(MTiV.) = 0.02 TC(MIN.) = 13.24 LOI3GE5T �'LOWPA`FH FROM NODE 204.20 TO NODE 204.3D = 621.50 FEET. x x x * * * + « r � + a r a + ,r r i i. : x . r f i a * * x + t r e s * � + * * a * < x + * ,r � * * a ,r�r s x * � r r * . . + ,r x * ,r :� * � + + + * * + + FLOW PROCESS FRpNf NpDE 204.30 TO �iODE 204.30 IS CODE = 1 » » >DESIGNATE INDEPEI3DENT ST�EAM FOR CONFLUENCE« « < »»>AND COMPUTE VARIOUS CONFLUENCED STRFAM VIaLUES« «< � "OTAL NLiMHER OF STRE�fS=-==2______________________________________________ .O�TFLUEI�iCE VALLTES LiSED FdR II3DEPFNDENT STREAM 2 ARE: TIME OF CONCEN`I`RA'TI0�3(MIN. j= 13.29 RAI[dFALL ��1'PENSTTY ( INCH/HR) = 3 . 94 TOTAL STREAM AREA(ACRES} - 2.b� PEAK FLOW RATE(CFSa AT CONFi,13ENCE = 5.67 ** CONFLUENCE DATA ** STREAM RUNOFP Tc IN'i'ENSITY AREA Ni7[�ER {CF5) (MIN.) (INCH/HOUR) (ACRE) 1 1.15 12.02 4.I94 0.47 2 5.67 13.24 3.937 2.60 RAI33FALL INTENSITY AND T3ME OF CONCENFRATION RATIO CONFLUENCE FQRMUi�A USED FOR 2 STREAMS. ** PEAK FLdW RATE TABLE *"` STREAM RUNOFF TC INTENSITY NLi�ISER {CFS1 (MIN.) (INCH/HOUR? 1 6.47 12.D2 4.190 2 6.75 13.24 3.937 COI�3PUTED CONFLUENCE ESTIMATES ARE AS FOLL4WS: PEAK FLOW RATE(CFSj = 6.75 TC{MIN_) = 1.3.24 TOTAL AREA(ACRES) � 3.a7 LOh3GEST FLOWPA�'H FROM idODE 2D4.20 ?'0 NO}7E 204.30 = b21.50 FEET. ** * * ** *** **i� k* ****1r * * * * *'k14Y�Y��lrtk'k'k*tk**k k k!f* ** * **tk****i� ***'M'k#'1�'k! #'kYyrY yr * f iR}**yr*i FLOW PROCESS FROM NODE 204.3� TO NOnE 244.OQ IS CODE = 31 --------------------..____..____..___---___.._---------__...._----------..------ .>»»COI�fP[J3'E PIPE-FLOW TRAVEL TIME THRU SU�AftEA««< »» >USING CdMPUTER-ESTIMA'TED PIPESIZE {NON-PRESSUA� FLOW) «<a< ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM{FEETj = 3fi8.Od DOWNSTREAM(FEET) = 366.00 PLOW LENGTH{FEET) � 100.00 MANNING'S N= 0.013 ESTIMATED PIP� DIAIIETER{iNCH) INCREASED `FO 18.00D DE�'I'H OF FLOW zid J.B.D INCH PIPE IS S.S ENCiiES PIPE-FLOW VELOCITY(FEET/SEC.1 = 7.89 ESTIMATED PIPE DTAMET�R{INCHj = 18.00 NUMBEF2 OF PIPES = 1 PIPE-FLOW{CFS) = 6.75 PIPE TRAVEL TIME(MIN.} = 0.21 Tc{MIN.] = 13.45 LONGEST FLpWPATH FROM NODE 204.20 TO NODE 204.00 = 721.50 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SLiMMARY: TOTAL AREA(ACRES} - 3.a7 TC(MIN.) = 13.45 PEAK FLOW RATE(CFS] - 6.75 FNT} OF RATIO�IAL METHOD AI3ALY5IS � � ***�***+**�+t+r�+**+*************+*x*x*+��***t**��Ww**yw�+set+**tf�*r+tttt+t RA'£IONP,L I�ETHQD HYDROF,pGY COMPUTER PROGRA2�5 PACKAGE Reference: SAN DIEGO CO1JiVTY FLOOD CON'�'ROL DISTRICT i 98 5, 19 S 1 HYDROLOGY MAi�F[JAL {ci Copyright 1982-2001 Advanced Engineering Software (aesl Ver. 1.5A Release Date: O1/O1/2aD1 License ID 15d9 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Aiego. CA 92ib1 i619) 235-5471 �***,r*�r�ar**+*+**:+*+****� DESCRIPTIOI� OF S'1'UDY ++*+t+tf*w++++tt****«*�**w * BftESSE RANCH - MASS GRADING ULTIMA'i'E CONDITIONS SYSTEM 200 * * PA -6 : SYSTEM 200 9ACKBONE SYSTEM NODES 203 TO 2210 * * FILE NAi�4E: 1325W2TM.DAT * �+**+,���.�+�*+++,.«««**.*��***+��++t+�.*+..**.**t*****...**...*.*..x******+*.� FTLE AIAME: 1325W2TM.DAT TIME/DATE QF STUDY: 13:29 10/24/2002 ------------------------------------------------------------____------_--_�__-- C1SER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO i+]AI3ilAL CFt�TERIA iJSER SPECIFiED STOR�7 EVENT(YEAR} = lOQ.04 � 6-HOUR DURATION PRECZPITATIpN (�NCHES} = 2.Bfl0 SPECIFIED M�NIMUM PIPE SIZ�(INCH? = 18.00 SPECIFIED PERCEN'P OF GRADIENTS(DECIMAI,) TO USE FOR FRICTION SLOPE = d.85 SAN DIEGO HYDROLOGY M.�NUAL "C"-VALUES USED FOR RATIONAL METfiOD N'OTE: ONi�Y PEAK CONFLiTENCE VALUES CONSIDEREB *USER-DEFIPIED STR�ET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLpW MODEL* HALF- CR�WN TO STREE'F-CROSSFALL: CURB GUTTER-GEO�SETRIES: MANNING WIDTH CROSSFALL IN- / OU'i'-/PARK- HEIGHT WID'i`H LIP HTI{E FACTOFt NO. (FT) {FT) SIDE / SIbE/ WAY (F'I') (F'T) (FTj {��) {nj ----- ---------_ ___--------------- ---- - 1 3D.4 20.0 0.018/O.d18/0.020 O.fi7 2.40 d.0312 O.ib7 0.0�50 2 25.4 20.d O.Q20/0.020/ --- 0.50 1.50 O.Q312 D.125 O.D�50 3 12.4 7.a 0_020/0.020/ --- 0.54 1.50 0.0312 O.i25 O.D15D GLOBAL STREE3' FLOW-DEPTH CONSTRAI�IZ'S : 1. RelativE Flow-Depth = 0.00 FEET as (Maxiinum Allowable Street Flow Dep�h} -(Top-of-Curb) 2. (Depth)'�{Velocity) Constraint = 10.0 fFT*FT/51 *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAF� TO THE UPSTREAM TRIBUTARY PIPE.* *+*�**,t****+.t�+�r***k*r*x**t***+ar++**�**+*xw,rt**�t*�rrty�*t***�rxx*xt**+��+r FLOW PROCESS FROM NODE 203.00 TO NODE 243.Q0 IS CODE = 7 ----------------_------------------------------------------------------------ »»>USER SPECIFIED HYDROLOGY INFORMATIdN AT N4DE« «< USER-SPECIFZEB VALU�S ARE AS FO�LOWS: 'I'C {MIN) = 11 . 61 RATN INT'ENSITY ( INCH/HOL3R) = 4. 28 TOTAL AREA{ACRES) = 11.49 TOTAL RUNOFF(CF5) = 3fi.20 . +--------------------�______--------------------------_______--------------+ . � 5EE FILE 200.DAT FOR NODES 2D0 TO 203 � +--------------------------------------------------------------------------+ *+y**+**rw****+�**+�+*x*r*+t*+*t***+*********�++++wW**�+*r*t+r*t**rt*+***tt* FLOW PROCESS FRQM NODE 2D3.00 TO NODE 2D4.00 TS C4pE = 31 --------------------------------------------------------------------�----_-_ »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«« < » »>USTNG COMPUTER-ESTIMATED PIPESIZE (biON-PRESSUAE FLOW) « « < ELEVATIONfDATA UPSTRE.�M(FEET� = 372.D0 DOWNSTREAM[FE£Ti = 365.00 FLOW LENGTH{FEET) = 240.00 MANNING'S N= 0.013 DEPTH OF FLOW iN 27.0 INCH PIPE IS �7.2 INCHES PIPE-FLOW VELOCITY{FEET/SEC.) = 13.58 ESTIMATED PIPE DIAMETERfIAiCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW{�FSf = 36.20 P�PE TRAV�L TIMEIM�N.) = 0.25 TC(M�N.) = 11.86 LONGEST FI.OWPATH FROM AiOi?E 4. DO TO NODE 204.00 = 200.00 FEE'i'. **�.*�**�+*++*r�r*+*�t+**+**.*.**.*..****.,*,r*rr,�+r***+t**+tt**+.��****x*.*r* FLOW PROCESS FROM NODE 204.Q0 'i'O NODE 204.OD IS CODE = 1 ----------------------------------------------------------------------------- »»>pES2G1dP.TE INDEPENDEi�Tf` STR.SAM FOR CONF'LCTENCE««< ' TOTAL NUMBER OF STREAMS = 2 COIdF'LUENCE VALUES USED FOR INAEPENf�ENT STRE.�hI 1 ARE: TIME OF CONCENTRATION{MII3.) = 11.8fi RAINFAiL INTENSITY(INCH/HR) = 4.23 TOTAL STREAM AREA(ACRES) = 11.49 � PF,AK FLpW RATE(CF5) AT CONFLl3ENCE = 36.20 �** * ** * *'1rtYM1tY+'t't't* **** **i� ***'k ir* * **** ***1r**** #'tF * f y Y f i*** t*�k1r*'k�A'k k f *k yr* ** *#**** FLOW PRpCESS FROM NODE 204.Oa TO N�DE 204.3Q IS CODE = 7 »»>USER SPECIFIED HYDAOLOGY INFORMATION AT NOi]E« «� USER-SPECIFIED VA�UES ARE AS FOLLOWS: TC(MIN? = 13.45 RAI�I INTENSITY(INCH/HpUR1 = 3.94 TOTAL AFtEA(ACAESj = 3.07 TOTAL RUNpFF(CFS} = 6.75 *��+++��.***�******��**.***+�+*+*+�t+{��.�.�**:+***�*..,*,.*+**+�t.+*f�...���� FLOW PROCESS FRdM NODE 204.00 TO i�iODE 204.fl0 IS CODE � 1 -------------------------�____----------------------------------------------- » » >DESIGNA�`E �NDEPENDENT STREAM FOR CONFLUENCE« «< »»>AND CQMPUTE VARIOUS CONFi,UENCED STREAM VALiTES««< TOTAL NLTMBER OF STREA2`'35 = 2 COI3FLUENCE VALUES USED FOR INDEPENDE�TI' S`i'REAM 2 AFtE: TIME OF CONCENTitATION(MIN.} = 13.45 RAINFALL INTENSZTY{INCH/HRi = 3.90 TOTAL STREAM AFtEA(ACRES} - 3.07 PEAK FLOW RATESCFS) AT CpNFLUENCE = 5.75 *° CONFLUENCE DATA ** STREAM RUNOFF Tc IN'i'ENSITY AREA NLT�SBER (CFS) (MIN. f (INCF3/HOUR) (ACREa 1 36.20 7.1.86 4.227 11.49 2 6.75 13.45 3.897 3.07 • RAINFALL INPENSITY AND TSN3E QF CONC�NTRATION RATIO � CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNDFF TC INfiENS�'iY hILTMBER (CFS) (MIN.} (INCH/HOUA) 1 42.42 11.86 4.227 2 40.12 13.45 3.897 COMPiPI'ED CONFLUENCE ES'Y'TMATBS ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 42.A2 TC(MIN.) _ 'r'0'PAL AREA (�CRES} = 34. 5b LONGEST FLOWPATH FAOM NODE O.DO TO NODE ii.as 20A.00 = 240.00 FEE'I' Yryr * f fr** *#*f'# tt1 y�'ty' *t! i i*Yr t*k****1t * tk *tk'k*'k Yr 1r'kYrk tM Yr�k �kYr** #******** ***************�k FLOW PRpCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 31 »»>COI�SPi,T'TE PIPE-FLAW TRAVEL i'IME THRU SEJBAREA«�« »»>USING COMPUTER-ESTIMATED PEPESIZE (iJON-PRESSi3RE FLOWi ««< ------------------------------.._�____�__------------------------------------ ---------------------------------------------------------------------------- EI,EVATTpN DATA: UPSTREAM(FEET� = 366.D0 AOWNSTREAM(FEET� = 3b0.00 FLOW LENGTH(FEET) = 250.00 MANNING'S I3 = O.Q13 DEPTH pF FLOW iN 27.Q INCIi PIPE �S 21.2 INCHES PIPE-FiQW VELOCITY(FEET/SEC.) = 12.67 ESTTMATED PIPE DIAMETER(INCH) = 27.4� NUl+]BER OF PIPES = 1 PIPE-FLOW{CFS� = 42.42 PIPE `f'RAVEL TIME (NiIN. )= 0. 33 TC (MIN. j= I2 . 18 LONGEST FLOWPATH FROM NODE 0.00 TQ N017E 205.Q0 =�450.00 FEET. #****1t#'h� �'t# # * * t* ttkik i1' YrYr* *Yr Yr# ► * 1r* **Yri� ** # ** f *#i�*i'Y�*ti'tiYi Y# #i it * # #t*tt t * ****�** FLOW PROCESS FROM NODE 245.00 TO NODE 205.00 IS CODE = 1 � � �-------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT S'FREAt4 FOR CONFLiT�.NCE«a« TOTAL NUMBER OF STREAMS = 2 CON�'LCTENCE VALUES USED FDR INIIEPEI3DF.i�7T STREAM 1 AR�: TTME pF CONCENTRATION(MiN.} = 12.1B RATNFALL INTENSITY(INCH/HR} = 4,J.5 Tp`T'AT., ST�2EAM AREA ( ACRES 1= 14 . 5 6 PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.42 � *}�Yik�Y W}* 1}! Y****�kir * RYrYrfYr�k 1� ***i� Y� 4*Y•*******i*# #*f 1Yf fY� iii i***t t* **YrYr �k 1r 1r *lr�k**** FI,OW PROC£SS EROM NOAE 205.2D TO NpDE 205.20 IS CODE = 7 »»>USEFt SPECIFIED HYDRpLOGY INF'pRi�lATIOi�i AT NODE««� i3SER-SPECIFIED VALUES ARE AS F4LLOW5: TC(MIN) = 16.44 RAI�I INTENS�TY{INCH/HOiJR} = 3.42 TOTAL AREASACRES) = 1.87 TQTAL RUNOFF(CFSj = 3.55 *+*****xx**x*+�+*+�r+�rw�rx+�r,rr4*�*tst*****++****a*+,r*x�++***�+w��r��r�+�++xf+*** FLOW PROCESS FRQM NODE 205.20 TO NODE 2D5.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGI3ATE INDEPENDENT STREAM FOR COAiFLUENCE««< »»>AND CO�SPUTE VARTOUS COIdPLUENCED STREAM VALUES««< TOTAL NUMSER OF STRE.�MS - 2 CONFLUENCE VALUES i3SED F4R IN{�EPENT}EN'T S'I'fiEAM 2 ARE : TIME OF CO�}CEN'£RATIOidIMIN. j= 16.4A RAINFAi�L INTEFVSITY(�AiCH/HRj = 3.42 TOTAL STREAM AREA(ACR�S) _ �.87 PEAK Fi,OW RATE { CFS ) AT CONFI,UENCE = 3. 55 ! � i ** CONFLllENCE DATA ** STREAM RUNOFF Tc INTENSTTY AREA NUMBE�t fCFS) (MIN.) (INCH/HOL3R) {ACRE} 1 42.42 12.18 4.153 14.56 2 3.55 16.44 3.424 1.87 RAINFALi, IidTENSITY AND TIME OF CONCENTRATION RATIO CONFI.UENCE FORMUI,A USED FOR 2 STREAMS . * * PEAK FLOW FtATE TABLS • + STREAM RUNQFF Tc INTENSITY �T[FN3BER ICFS) {MIN. } (II3CH/HOUR} 1 45.35 22.18 4.353 2 3B.S2 1b.44 3.424 COi�lP[TPED CONFLUENCE ES`i'IMATES ARE AS FOLLOWS : PEAK FLOW RATEfCFS) = 45.35 TcfMiN,} _ TOTAL AREA(ACRES) = 16.43 LONGEST FLOWPATH FKOM NODE 6.00 TO NODE 12.1$ 205.Q0 = 450.fl0 FEET. *i***tkt f 1i k f ** ** #**�Vr*tF'kY i �F Yyr*# # #f i***# t #*#* # #k ***tk*k�klrk *1r*Yr Yr * ***�k Y� * **** **** * FLOW PROCESS FROM NODE 205.00 'F`O NODE 205.50 IS CODE = 3]. »»>COMPUTE PIPE-FLOW TRAVSL TIME THRU SUSAREA««< » »>i75ING COMPU'PER-ESTYMATED PIPESIZE (NON-PRESSURE FLOWJ « « < ELEVATION«I3ATA: UPSTREAMIFEET) = 360.00 DOWNS'I'REAM{F�ETj = 355.00 FLOW LE[dGTH{FEET} - 2pfl,QQ MANNING'S N= a.013 DEPTH OF FLOW IPi 34.0 INCH PIPE IS 19.5 INCHES , PIPE-FI,OW VEipCITY{FEET/SEC.j = 13.40 ES'i`FMA�'�D PYPE DIAMETERfINCH) = 30.Q4 NUMBER OF PIPES = 1 P�PE-FLOW(CFS) = 45.35 PIPE TRAVEL TrME(MIN.} = p.25 �c(MIN.j = 12.43 LONGEST FLOWPA'PH FRdM [30DE 0. 00 'FO NQDE 205. 50 = 650 . d0 FEE`I'. *******,.*****+,r*�*w+�rr+�*r�t.f*�+**t*+**+*t*,..****,.x******++*****�+i+�.�t�. FLbW PROCESS FROM NODE 205.50 TO NODE 205.50 IS CODE _ � »»>D�SIGNATE INDEPEIdDENT S'F� FOR CONFLUF.idCE««< TO'FAL NUMBER OF STREAMS = 2 C4NFLUE[QCE VALUES i7SED FOR INDEPENDEN'P STRFAki 1 AR� : 'I'�ME OF CONCENTRA'i'IQN(NfIN. } = 12.43 RAINFALL �NTEN5ITY11D3CHlHR} - 4.10 T4TAL STREAM AREA{ACRES� = 16.43 PEA�C FLOW i�ATE(CFS) AT CONFLUENCE = A5.35 :*��**++*.+***.******�,.+�,.�***+**�+*+**+�k�+��.*+r*+�*********�.+****�.***.: FLOW PROCESS FROM NODE 205.53 TO NOI]E 205.50 I5 CODE = 7 »»>USE32 SPECIFIED HXDROLOGY INFORMATIO�I AT �IOdE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC (�''IIN) = 14 . 94 RAIN IN'£ENSITY ( IP1CfilHOUR) = 3. 64 TOTAL AREA{ACRESI = 1.98 TOTAL R[TA30FF(CFSj = 4.10 *+*x*,t+++tt++w***t�sr*�+++**++�*++++r*�r+a*++�***xxw*+*�*a+*r*�***,r+++*++ra♦ FLOW PROCE55 FROM NODE 205.53 TO �IODE 2D5.50 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDEN'�' S'£REAM EOR CO�IFLUENCE««< � -_> » »AND-COMPUTE-VARIOUS-CONFLUENCED-STREAM-VALUES« « <----------------J`y TpTAL NUMBEI2 OF STRE11i�f5 = 2 C4NFLUENCE VALU�S USED FOR IPIDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATI023I�']IN.1 = 14.94 RA�NFALL INTENSITYSIATCH/HR� = 3.64 TOTAIJ STREAM IaREA(ACRES) = 1.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.10 * * CONFLUENCE DA'I`A * * STREArS RLii�10FP Tc INTENSITY AREA NLTMBER (CFS) (MIN. ) (INCH/HOLTR) (ACREj 1 45.35 12.43 4.099 16.43 2 4.10 14.94 3.641 1.98 RAINFALL iNTSA75ITY AND `i'IME OF CONCENTRATION RATIO COAIFLUENCE FORMULA USED FQR 2 STREAMS. * * PEAfC FLOW RATE TABLE "` * STREAM RUNOFF Tc INTENSITY NUMBER (CFSj (MIN.} (INCH/HOUR} 1 48.99 12.43 4.099 2 94.38 14.94 3.641 COMPUTED CONFLU�7CE ESTI[+�ATES ARE A5 FOLLOWS : PEIiiC FLC7W RA'TE(CFS1 = 48.99 'FC(MIN, f= �2.43 TOTAL AREA(ACRE81 = 1B.41 LONGEST FLOWPATH FROt� NODE 0.40 TO DiODE 205.50 = 550.44 PEET. ++++***+«�..�****»,rx««.*+*++++++*�***««.t,.*��****�***+++**+*+*t*++**.*+*+**.* . FLOW PROCESS FRQM NQDE 205.50 TO NODE 206.00 I5 CdDE = 31 »»>COMPU'�'E PiPE-FLOW TRAVEL 'i`IME 'f`IiRiJ SUgP.REA«aa< » »>USING COMPUTER-ESTIMATED PIPESIZE {NOI�I-PRESSIJRE FLOW}� «« -----------------�___-------------------- ELEVATION DATA: UPSTREAM(F£ETj = 355.04 DOWNSTREAMIFEETj = 335.OD FLOW E,ENGTH(FEET) = 6QQ.00 MANNiNG'S N= 0.013 DEPTH OF FiOW iN 27.0 YNCFi PIPE IS 20.8 INCHES PIPE-FLOW VELOC�TY{FEET/SEC.) = 14.91 ESTIMATED PIPE DIAMETEFt{INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFSi = 48.99 PIPE TRAVEL TTME(MIN.) = D.67 TC{MIN.) = 13_10 iOidGEST FLOWPATH FRdM NODE �.00 TO NQDE 205.00 = 1250.00 FEET. �**+***+�+v�y..*+t+**t*****�*****,.*****+**.+wr***+*****+*****�.*****.�+*+,r*�* FLOW PROCESS FROM NODE 205.00 Tp NQDE 246.4Q IS CODE = 1 » »>DESIGNATE INDEPENDENi' STREAM FOR CONFLUENCE« « < �NTOTAL NUMBER OF S'i'REAMS = 2 COi�iFLUENCE VALUES USED FOR INDEPENDEPiT STREAM 1 ARE: TI[�E OF CONCENTRATION{MIN.) = 13.10 I�AINFALL INTENSITY{INCH/HR) = 3.96 TOTAL STREA?�7 AREA {ACRES )= 7.8 . 41 PF.AK FLOW RATEiCFS} AT CONFLUEI3CE � 48.99 **,.,.*�*+****+*�,.++..++***«*******,.**�+,.*+***+�+.r��.�+**�*+*++*+**++*+�+**��� FLOW PROCESS FROM NODE 2Q5.40 TO NODE 20fi.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>USER SPECIFiED HYDROLOGY INFOR3�SATIOI3 AT NO€��««< � ---------------__----_------- � � C � USER-SPECIFIED �ALUES ARE A5 FOLLOWS: TC(MIN} = 14.80 RAIN SNTENSITY{INCH/HOUR) = 3.b6 'TOTAL AREA{ACRES) = 11.7$ TOi`AL RUNOFF{CFSJ = 24.59 +-----------------------------------------------------_----------------------+ � SEE HYDROLOGX RUN WTTH FiLE EVAME 206_1.DAT I +-------------------------------------..__----------------------------------+ tf**+****�***W�t*w**�t�rr***t*****r+***�**��***,t,t*,r+w�,ttr**xtr*+trtr*txf.w,rw**f�rt*� FLOW P4tOCESS FROM NODE 206.04 TO NODE 206.D0 IS CODE = 1 »»>DESIGNATE Ii�FDEPENDEi3'T` STREAM FOA CONFLUENCE««< »»>AND COMPU'I'E VARIOL35 CONFLUENCED STREAM VALUES««< TOTAL NUMSER OF STFtE.�MS = 2 CONFLUENCE VALUES USED FOR INDEPENDEN'P STREAM 2 ARE: TIME OF CONCENTRATION(MIN.} = 14.80 RA�NFALL INTENSIT'Y(INCHlFiR} = 3.66 TO'i`AL S'i'RF�i AREA ( ACRES )= 11 . 7 8 PEAK FLOW RA'I'E{CFS) AT COI�iFLUENCE = 24.59 * * COI3FLU�'1�7CE DATA * * STREAM RL73�ipFF Tc INTENSITX AREA NUMBER {CFS) (MIN.) (INCH/HOUR) (ACRE} 1 48.99 13.10 3.963 18.4� 2 24.59 14.80 3.664 11.78 RAINFALL TNTENS�TY P.ND 'iIME OF CONCENTR.ATION RATIO COAFFLUEI�iCE FORMULA USED FOR 2 STREAMS . ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUI+3BER (CFS} {MIN.) (�NCH/HOUR) 1 71.72 33.10 3.963 2 69.88 34.$0 3.654 CQI+fPUfiED CONFLi3ENCE ESTIt�4ATES ARE AS FOLLOWS: PEAIC FLOW RATE(CFS} - 71 . 72 TC (MII3. j= 'i`OTAL AREA{ACRES} - 34.19 LONGEST FLOWPATH FROM NODE 4.00 Td f�10flE 13.10 2d6.00 = 1250.OD FEET. *+�+�+�t**..+t�*+*..**��*,..,*�****+****+**++�*v�....t**t*++***�****«,.,.**�**+�+� FLpW PROCESS FROM NODE 206.00 'I`0 N037E 210.00 IS CQDE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TTME THRU SUBAREA« «< »»>USING COMPiT'I'ER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< -------------------------w_ __ _ EF.,EVATION DA'£A: UPSTREAM(FEET) = 328.OD DOWNSTREAM(FBETJ = 325.Q0 F�,OW LENGTH{FEET� = 100.OQ MANNIDiG'S N= 4.013 DEPTH OF FLOW IFV 33.0 INCH PIPE IS 23.4 Ii�iCF-lES PIPE-FLOW VELOCITY{FEET/SEC.) = 15.96 ESTIMATED PIPS DIAME'iERIZNCH) = 33.00 PI[.FMBER OF PIPES = 1 PIPE-FLOW(CF5) = 71.72 PIPE TRAVEL TIMEIMIN.) = 0.10 `I'c(MIN.} = 13.21 LONGEST FLOWPATH FROM NODE 0.00 TQ NODE 210.00 = 1350.00 FEET. ****+****��t�.�***�+«+*******�**.,.*+*��++*+***.�,�***x***«**.*+++«..*„**+**++ FLOW PROCE55 FROM NODE 210.00 TO NODE 210.00 IS CODE = 1 � -_ » »>DESIGNATE-�NDEPENDEI3'P-STREAM-FOR`CONFLUFNCE�� « <_____________________ TOTAL NU�SI3ER OP STREP.MS = 3 CONFLUENCE VALUES USED FOR INDEPEi�iDENT STRF.AM 1 AR�: TIt+SE OF CONCENTRA'i'IDN(MIN. } = 13 .2� RAIi+TF'ALi INTENSITY { INCHlHR} = 3. 94 TOTAL STREAM AREA(ACRE5) = 30.19 PEAK FLOW RATE(CFS} A'P COI3FLUENCE = 71.72 +y� Y YY�!#tf ***f f f f*Yc*****#'k't Iti'1�'Yr YfY fY*#ti *�!t* *** * iF * f1r***** ********** ****** ik*** FLpW PROCESS FROM [dOAE 21Q.14 TO NODE 210.dQ IS CODE = 7 -----------------------------____-___----------------------------------------- »»>USER SPECIFIED HYDROi,OGY INFOi�MATION AT NODE««< USER-SPECIFI£D VALUES ARE AS FOLLOWS: TCtMINi = 13.34 RAIN INTENSITY{TNCH/HOUR} = 3.92 TO'I'Ai� AREAiACAES) = 1.37 TOTAL RUNOFF(CFS} - 3.00 +---------------------------------_-____--_----------------------------------+ � SEE HYDROLOGY FILE NAi+SE 2i0-1.DAT � +----------------------------___-__------------------------___-------__-----+ +�w*,r*+r*+tt**+x****i.*+a.*+i.*i.vr,r*krr*�r++*tt**w*****�+.x***�i.�+****t++*�i.*t,t+� FLOW PROCESS FRQM N4DE 210.00 TO NODE 21a.DD IS COAE = 1 -----------------------------------------------------------------_----_-__-_- » » >DESIGNATE INDEPEND�NT STREAM FOR CON�'LUENCE« « < TOTAL NUMBER OF STREAMS = 3 � CONFLUENCE VALUES USED FpFt INDEPENDENT S�`AEAM 2 ARE: TIME dF CONCENi'RAi'ION(MIN.} = 13.34 RAINFALL I[�iI'ENSiTX ( INCH/HR} = 3. 92 TOTAL STREAM AR.FrP.fACRES) = 1.37 PEAK FLOW RATE{CFS} A�` CONFLUENCE = 3.00 ♦i��k t*tt** * ***'ktktA'k ** * � i� * * * ****#� # 1k Y Y�Y'Y1�t # i�l�k # * ***** k **f YrY� ****ir ***# Y # �'1'iFiY Y #!# # FLOW PROCESS FROM NODE 21Q.20 TO [dODE 21D.Oa IS CODE = 7 --------------------------____------------------------------------------------ »»>USER SPECIFIED HYDROLOGY INFORhLa.TIO�I AT i�}ODE««< USER-SPECIFIED VALUES ARE AS FOLLdWS: _ 'i'C (MIN) = 13 . 86 RA�N INTENSITY; II3CH/HOETR� = 3. 82 `POTAL AREA(ACRES? = 3.0$ TOTAL RUNOFF(CFS} = b.54 +--------------------------------------------------------------------------+ I 5EE HYdROLpGY RUN WITH FILE NAME 206_2 � +____....-------------------------------------------------------------------_-+ *i * ****# ****�"11'A'i * # * # �k * * * ****� * *Yc�k ik �k ***# * ****i�}*}t*1� Y Y ***** * ***Yr-Ft *Yt* **i"�"A' f t FLOW PROCESS FROM NODE 214.00 TO I30DE 210.00 I5 CODE = 1 ----------------------------------------------------------------------�----- » »>DESIGIQATE INDEPENDENT STREAM FOR CONFLUFNCE« « < »»>AND COMPUTE VAR�OUS CONFLUENCED STREAI�f VALi}ES««< TOTAL NU3�3BER OF STREP.MS = 3 CONFLUENCE VALUES USEI] FpR INDEPENDEAIT STREAM 3 AR�: TIME OF CONCFNTRA'I'ION{MIN.} = 13.86 • RAINFALL INTFNSITY{��CH/HR} = 3.82 � TOTAL STREAM AREA(ACRESj = 3.08 PEAK FLOW RATE(CFS1 A� CONFLUENCE = 6.54 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSSTY AREA AFCi[�fBEft {CFS) {MIN. ) {INCH/HOUR} (ACREj 1 71.72 13.21 3.943 30.19 2 3.D0 13.34 3.917 1.37 3 6.54 13.86 3.822 3.08 RAINFALL INTENSITY Af3D TIME OF CONCENTRATIOI+7 RATI4 CONFLl7E1VCE FORMULA USED EOft 3 STREAMS. * * PEAK FLOW RP.TE 'i`ABLE * * STREAM Rtib30FF Tc INTENSITY NUMBER (CFSi (MIN. } (IPICI-I/HOUR) 1 81.04 13.21 3.943 2 80.65 13.34 3.917 3 79.00 13.86 3.822 COMPiT£ED COI3FLiJEI3CE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE(CFS} = B1.04 TC(MIN.) = 13.21 TOfiAL AREA(ACRE51 = 34.64 LONGEST FY.,dWPATH FROM NODE D. 00 'I`0 NOI7E 210. OD = 1350 . 00 FEET. ** **i�i� *# �'i Y�ti*ti***'k'kiM* MYr�kY�YrYrYrY� iFYrYr YritYr** * * ** # # �� W 1Yi* #f f # #tf Yr #t!t*t*t*# t* tt*t FLOW PROCESS FROM idODE zio.aa TO NODE 115.00 ES CODE = 31 ------------------------------------------------------------------------------ »»>COMPUTE PIPE-FLOW TRAVEIJ TIME TH12U SUBAREA««a » » >USING COMPUTER-ESTIMATEA PIPESIZE (P10N-PRESSURE FLOW)«« < . ~RELEVATION DATA UPSTREAM(FEET} - 317�OD DOWNS'FREAM(FEET) = 305 4a FLpW LE�TGTH(FEET) = 20D.OD MANNING'S �I = fl.Q13 DEP`1'H OF FLOW IN 30.0 INCH PIPE ES 21.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.j = 2I.27 ESTIMATED PIPE DIAt+3ETEf2(INCHj = 30.00 NIIMBER OF PIPES = Z PIPE-FLOW(CFS} = 81.04 PIPE '1'itAVEL �IME {MIN. j = 0. 16 TC {MIN. } = 13 .37 LONGEST FLOWPATH FROM NODE O.flQ TO NpDE 115.OQ = 155�.00 FEET. END OF ST[TDY SL7hII�lARY : TOTAL AREAiACRES) = 34.64 TC{MIN.) = 13.37 PSAK FLOW RA`FELCFS) = 81.04 END OF RA'£IONAL ME'I'HQD ANALYSIS • irir�xrx*w�**+:i�itt*�rr��+*++++»�x.���xfi.�***+i+++xx*+t++�++:a++**+�+.++++� � RATIONAL M�THOD HYDRpLOGY COt�'�P[J'I'ER PROGRAM PACFCAGE Reference: SAN DIEGO COUN'I'Y FLOOD CONTROL DISTRICT 1985,1981 HYDR4LOGY MANUAL (cf Copyright 1982-2D01 Advanced Engineering Software (aesl Ver. 1.5A Release Date: O1/O1/2001 License ID 1509 Analysis prepared by: PROJECTDESIGN COPTSULTAi�i'PS 7 O1 B STREET , SUI'I'� 8 00 5AN DIEGO, CA 92101 {619} 235-6471 +*****++***r*+*,r******+.�+* DBSCRIPTION OF STUDY **www*�**�*w��***+*+*�+*++ * RESIDEAiT2AL LOTS HXDROLOGY * * PLANNING AREA 7- BRESST ftAi�1CH * * SYSTEM 205 * ** f ir*f t# t #tktkyrYrYr! � * **** ****** *#�!'Yik Y *t #Y t*tt **t�k* *YrYr *Yr ******* *i� * **1�#tt* *#'k1"t FILE NAME: C:\2244\205B.DA'I' TIME/DATE OF STUDY: 15:00 06/24/2002 -------------------------------------------------------------____------------ USER SPECIFIEII HYDRQLpGY AND HYDRAULIC MODEL INFORMA'T`IOh3: 2985 SAN DIEGO P4A?�iI3AL CRITEF�IA USER SPECIFIED STORM EVENTiYEAR) = 100.OQ S-I-EOLTR DURATXON PRECIPITATION (I�1CHE5� = 2.800 SPECIFIED MINIMUM PIPE SIZE{INCH) = 18.00 SPECIFIEQ PERCFNT OF GRADIENTS(DECIMAI�i 'i`O USE FOR FR3CTIOPI SLOPE = 0.94 . SAN DIEGO HYDRpLOGY MANi7AL 'C' -VALUES i35EF3 FOR RA'I'TONAL t+3ETHOD NQf'E: ONI,Y PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HAT,F- CR05�TDT TO STREET-CAOSSFALL: CURH GU'T'TER-GEOMETRIES: MANi�1ING WIDT!-I Cii4SS�'Ai�L IN- / OUT- / PARK- HEIGHT WIBTH LI P HIKE FACTOR N0. (FT} (FT) SIDE / SIDE/ WAY (FT} {�T} tFTj fFT) (n� 1 20.0 Y 15 a 0.020/0.020/0 020 0.50 1.50 O.Q312 0.�25 4.0175 GLOBAL STREE'i` FLOW-DEPTH COI3STRAINT5: 1. Relative Flow-Depth = 0.5Q FEET as (Maximum Allowable 5treeC Flow Depth] -(Top-of-Curb) 2. (Depth}*{VeZocityi Constraint � b.0 (FT*FT/S) *SIZE PIPE WI3'H A FLOW CAPACITY GREATER THAi3 OR EQUAL `i'O 'iHE UPSTREAM TRIBUTARY PIPE. * *+*«+�*++*t�tt..****....**,.��*�***�*���ww,.«�*+*+*+t*++tt*.*��x**�****�*v�«..#+� FLQW PROCESS FROM NODE 205.11 TO NODE 205.12 IS CODE = 21 »»>RATIONIaI, MEi`HOA TI32'I'IAL SUBAREA ANAiYSIS««< SiNGLE FAMILY DEVELOPN3E�IT RU130FF CQEFFICIENT =.550� 50IL CLASSYFICATEON IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH = 2d0.00 UPSTREAM ELEVATION = 375.00 DOWNSTREAM ELEVAT�ON = 373.OD ELEVATION D�FFERENCE = 2.00 URBAI3 SUSAREA OVEAiJ�ISD TIME OF FLOW ( MzidIJTES )� 14 . 001 lOQ YEAR RA�NFALL INTEidSITY(INCH/HOURj = 3.797 • SUBAREA RUNOFF{�FS) = 0.21 TOTAL AREA{ACRESJ = 4.10 TOTAL RUNOFFiCFS1 = 0.21 �.+.**�+*+t.�...*�+�*.+.�.,t.**.+*.t++�f�+�+«,*,...:.*+�*++�...*..**++���+�..* Fi�OW PROCESS FAdM NODE 205.12 TO NODE 205.10 I5 CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >lSTREET TABLE SECTION # 1 USEb) « « < � UPSTREAM ELEVATION{FEET) = 373.�0 `DOWNSTREAM ELEVATION{FEET) = 360 00 STREET LENGTH(FEET} = 400.00 CURB HEIGHT(INCHESf = 6.0 STREE'f' HP.LFWIDTH(FEE'F) = 20.00 DISTANCE FROir3 CROWN TO CFtOSSFAI�L GRADEBREAiC(FEET) = 15.0� INSIDE STREET CROSSFALL{DECIMAI,f = 0.02b OUTSIDE S'TREET CR055FALL{DECIMAI,j = D.Q2Q SPECIFIED NUMBER OF H.�,LFSTREETS CARRYING RUNO�'F = 1 STREET PARKWAY CROSSFALL(DECIMAI�) = O.fl20 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curbj = 0.0175 Manning's FFtICTION FACTOR for Back-of-Walk F�ow Section = D.0�49 **TRAVEL TIME COMPUTED U5Ti3G ES'I'IMATED FLOW {CFS )= 1. 44 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEETj = 0.25 HALF'STREET FLOOD WII]TH(FEE'T) = 6.32 AVEIxAGE FLOW VELOCITY(FEET/SEC.1 = 2•78 PR4DUCT OF DEPTH&VELOCI'PY{FT*F'i'/SEC. } = 0.74 _ S'Y'REET FLOW TRAVEL 'PIME { MTN .) = 2. 4 D Tc ( t+SIN .) = 16 . 4 4 100 YEAR RAINFALL INTFNSITY{213CH/HOUR} = 3.429 SI?+�GLE FANIILY DEVELOPM�N7' RUNpFF COEFFICI£NT =.5500 $OIL CLASSIFICA�'ION IS 'D" $. C. S. CURVE NtJMBER (1�1MC I I} � B 8 SUBAREA AREA(ACkt�S) = 1.30 SUBAREA AUN�FF{CFS) = 2.45 TOTAL AREA(ACRES} _ �.40 PEAK FLOW RATE(CFS) = 2.6fi END OF SUBAREA STREE7' FLQW HYDRAiFLICS: DEPTH(FEET) = 0_30 HAI,FSTREET FLOOD WIDTH[FEETj = 8.49 • FLOW VELOCITiC(FE�'T/SEC.} = 3.17 �EPTH*VELOCITY(FT*F'F/SEC.) = 0.94 L4NGEST FLOWPATH FROM NODE 205.11 TO NODE� 205.10 = 600.00 FEET. ♦i***+++***+wwwi.***+*,t**w******�i++++it*t+**r*x*a+w*w*,ta,t*+ir��ir*vrty*++**++t* FLOW PROCESS FROM NODE 205.�0 TO NODE 245.00 IS C017E = 31 » »>COMPUTE PIPE-FLOW TRAVEL 'i`IME THRU SUSAREA« «< >s»>[iSING CQMPUTER-ESTxMATED PEPESIZE (DiOP1-PRESSURE FI,OW) ««< ---_--------------------------------- ELEVATION DAT.A: UPSTfiEAM[FEETj = 360.Q0 DOWNSTREAIS(FEETj = 358.50 FL4W LENGTH(FEET) = 21.00 MP.NNING'S �= a.a�.3 E5'FI2+3ATED PiPE DIAMETER ( INCH) INCREASED TO 16 . 446 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.8 INCHES � PIPE-FLOW VEIACITY(FEET/SEC.) = 9.63 ESTIMATEI7 PFPE DIAME'PERIINCH) = 18.00 NUHfBER QF PIPES = 1 PIPE-FLOW{CFS? = 2.66 PIPE TRAVEI, `i'IME (MIN. ) = 0 . 04 TC (M�N. ) = 3b . 44 LONGEST FLOWPATH FROD4 NODE 205.11 TO NODE 205.00 = 621.00 FEET. +*****,r,rv.*+:*t:*******+**+**��***************,.**+tff*+*++******x.,***��****.* FLOW PROCESS FROM NdDE 2D5.00 TO I30DE 205.Q0 IS CODE = 1 »»>DESIGNA'f`E INDEPENDENT STREAM FOR CON�'X.�UEhICE««� 'I`OTAL NUMBER OF STREAA75 = 2 CONFI,[iENCE VALLTES USED FOFt IAIDEPENDENT STREAM 1 AfZE : TIME OF CONCENTRATION(MIN.) = 15.44 FtAINFP.LL iNFENSITY ( II3CH/HRj = 3. 42 TOTAL STREAM AREA(ACRESp = 1.40 PEAK FLOW RATE(C�'S) AT CONFLUENCE = 2.66 • *+*t�w+i.*t+f****�t*rx*w**�tff***ttt*tk,ri.�+rtr►�a*at�*+i.tt�+x++r+�*t**i+*rr+xa FLOW PROCESS FROM NODE 205.13 TQ NODE 2D5.14 IS CODE = 21 »»>RATIONAL METHOD II3ITIAi SiTBAREA AI+3ALYS�S««< `SIA}GUEJFAMILY DEVE�,QPMENT RUNOFF COEFFICIENT = .5540 SOIL CLASSIFICATION IS "D" � 5. C. S. CURVE NCTMBEFt ( AMC I I} = 88 INITIAL SiJBAREA FLOW-LENGTH = 240.00 UPSTREP.M ELEVATIDN = 375.00 DOWNSTREAM ELEVATION = 373.00 ELEVAT�ON DIFFERENCE = 2.00 URBAN SUBAREA OVEW_+AND TIME OF FLOW(MiNU'PES) = 14.04I 1d0 YEAR RATNFALL INTENSITY(INCH/HOUR) = 3.797 SUBAREA RUNOFF(CFSf = 0.33 TOTAL AREA{ACRES} � 0.16 TOTAL RUIdOFF(CFS) = 0.33 t**rw�tt,txrtyirttt*****i.+*,t,rx�,t*���*�rrti***+x*a*�ax+<r***i.,t*+tx�*t+i.*+*+**��* FLOW PROCESS FROd+1 NODE 205.14 Tp NODE 205.15 I5 CODE = 62 -------------------------------------..____----------------------------______ »»>COMPUTE S`i'REET FLOW TRAVEL 'iIME Tf-IRU SUBAREA««< »»> {STREE'I' TABL£ SECTION # 1 USED) ««< ---------------------------------------�-_ UPSTREAM ELE�i1ATION{FEE'F} = 373.OD AOW�ISTREAM ELEVA'i'�QNIFEET? = 359.00 STREET Lk�TGTH(FEE�'} = 441.00 CUA9 HEIGHT{INCHE51 = 6.4 S'iREET HAF�FWIDTH{FEE'f'} = 20.OQ DISTANCE FROM CROW[d TO CROSS�'AI,L GRADEBREAK{FEET) = 15.00 IPISIDE S'1`REET CROSSFALL (DECIMA.L) = 0. 020 OLiTSIDE S'I'REET CROSSFALL(DECIMAL) = 0.020 SPECI�'TED NIJMBER OF HALFSTREETS CARRY�NG RCi[dOFF = 1 STREET PARKWAY CR055FALL(DECIMAi,) = 0.020 Manning's FRICTION FA.CTOR £or Streetflow Sectionlcurb-to-curb) = 0.4�75 Manning's FRICTION FACTOR for Back-of-Walk Flow Sectipn = 0.0149 **TRAVEL TIME COMPiITEA USING ES`d'EMATED FLOW(CFS} _ � STREETFLOW MODEi, }�SUI,TS iiSII3G ESTIMATED FLOW: STREET FLOW DEPTH{FEET) = 0.20 FiP.LFSTREET FLOOD WID7'H(FEET) = 3.66 AVERAGE FLOW VELbCI3'Y(FEET/SEC.) = 2.46 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.49 STREET FLOW TRAVEL TYME(MIN.) = 2.99 Tc(MIN.) � 16.99 l0d YEAR R.AINFALL INTENSITY(TNCH/HOUR) = 3.352 SINGLE FAMILY DEVELOPMEN'P RiJNOFF COEFFICIENT =.55a0 SOYL CLASSIFICATION IS "D" S.C.S. CURVE NU[�ER (AMC �I) = 88 S[T$AREA AREA{ACRES} = 0.31 SUBAREA RUNOFF(CF81 = TOTAF� AREA{ACRES} � 0.47 PEAK FLOW RATE(CFS) _ D.62 0.57 0.91 END OF SUBAREA STR�E'I' FLOW HYDRAULICS: DEP'i'i{ f FEET )= d. 22 HAI,FSTRE£T FLOOD WIDTH ( FEET i= 4.$ 6 FLOW VELOCITY{FEET/SEC.i = 2.55 DEPTH*VELOCITY�FT*FT/SEC.i = fl.57 LONGEST FLOWPATH FRONI NODE 205.13 TO NODE 205.15 = 64I.00 FEET. t**++****i.i.��,t**w,r*+*f++**+++****w«***i.a+*i.ir*+*r*rt*+****wi.***�*+*+w+r+*+tt* FLOW PROCESS FRp?�1 NODE 205.15 TO NODE 205.00 IS CODE = 31 -------------------------------------------_-------------------------------- ?»»COiEPU'PE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< » »>USIidG CDMPUTER-ESTIMATED PIPESIZE (N4N-PRESSURE FLOWi«<c< -----------------_---------------------------__----_--------- ELEVATIOAI DATA: UPSTREAM(FEET) = 359.04 �OWNSTREAM(FEET} = 358.50 FLOW L£I3GTH{FEET) � 7.00 i+§ANN�NG'S N= 0.013 ESTIMATED PIPE DZAM�'T'ER(INCH} IAiCREASED TO 18.Q00 DEPTH OF FLOW IN 18.0 INCH P�PE IS 2.3 INCHES PIPE-FLOW VELOCITY(FEE'T/SEC.i = 6.97 ESTIMATED PIPE DIAM.ETEFt(INCH} = 16.04 NUMB�R OF PIPES = 1 � PTPE-FLOW(CFS} = a.91 P2PE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.i = 17.fl1 E,pNGEST FLOWPATIi FROM NODE 205.13 TQ I30DE 205.00 = 648.00 FEET. Mi.+*iiF1 # t#t*I� Yr�kYrir i*# * t� f i t iYYr*i# tt**�Y R*# iF **M Y� ii� i#ifi2 #�F t f#Y Y**i �r **Y� f k#iyri t 4♦ FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 1 » »>DESIGNATE IND�PENpEN`I' STREAM FpR CONFLUENCE« « < � --»»>ADFD'COMPiTfE_VARIOUS-CONFLUENCED`S'T'REAM-VALUES««<-----------------`- 'FQTAi. NUMBER OF STRF�MS = 2 CONFLUENCE VAI�i7ES USED FOR INDEPE[dDENT STRF�M 2 ARE : TIME OF CONCEN'i`RA'I'ION (MIN. }= 17 . O1 1�AINFA�L IF�1'I'ENSI`i`YLINCH/HR� = 3.35 TOTAL STFLEAM AREA(ACRES) = 0.47 PEAK FI.�OW RATE(CFS} AT COI3FLUENCE = 0.91 `* CONFLUF.DTCE DA7'A *"' STREPM RUNOFF Tc INTEI3SiTY AREA NU2+iBER (CFSj (MIN. ) (INCIi/HOUR) (ACREj 1 2.66 16.44 3.424 1.4Q 2 0.91 17.01 3.349 0.47 RAINFALL INTENSITY AND TIME OF CONCENTRA'£ION RATIO CONFLUEDFCE FORMULA USED FOR 2 STREAMS. ** P�AK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER {CFS) iI"1IP3. } (I1VCH/H�UR} 1 3.55 16.q4 3.424 2 3.5}. 17.01 3.349 COMPU`i'ED CONFLUENCE ES'i'iMATES ARE AS F4LLOWS : PEAK FLOW RATE{CFS) = 3.55 Tc(MIN.) = 16.44 TOTAL AREA(ACRES? = 1.87 LONGEST FLOWPATH FROA4 NODE 205.13 'i'0 NODE 205.00 = 648.00 FEET. END OF S�UDY SUI�II�SARY : � __TOTAL-AREAIACR�S}===T=--=====1�87-_TCIM�N-j-=====+lfi^44=====-------------- PEAK FLOW RATE(CFS} 3.55 END OF RA'i'IONAL METHOD ANALYSIS � w�w**xt*a*+**xt***xx+*���f++***++*r�+wx*�a+a�<**�*ww�*+*+�+�x*�**�x*+**+*x*+ • RATIONAL i�1E'i'HOD HYDROLOGY COMPLFI'ER PROGRAM PACKAGE Reference: SAN �IEGO COUNTY FLOOD COi�i'I'ROL DISTRICT 19 $ 5, 19 81 IiYDFtO�.OGY �7P.Ni7AT, {ci Copyright 1982-2001 AdvancEd Engineerang So£tware ;aes) Ver. 1.5A Release Date: 01/41/2001 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Di.ego, CA 92101 i619} 235-6471 xxx**+w�+*f+��*+++**+w*+.k• DESCRIPTIOX3 OF S'PUDY �+*ttt*t+*tt�*+*t*t+*++++f * BiiESSI R�NCH - RESIDEN'PIAL UL,TIN3ATE COAiDITIONS IiYDRdLOGY * * PA-b: 230DE5 205.51 TO 205.53 * * J.00-YEAR STORM EVENT * *i�***irtt#*�+ttt**t*w**w*wxw,r*wxw�**�,t,t,t,t*i.i.�.++*wrr*+t*+tt*t*tt*t*****t***w FTLE NAME: 205.DAT TIME/DATE OF STUDY: 10:4fl 10/24/2002 ----------------------------------------------------------------------------- iJSER SPECIFIED HYDROLOGY AND HYDRA[,Ti,EC MODEL INFORMATION: 1985 SAN DIEGO MAN[7AL CRITEI2IA USER SPECIFIED s�ra� �v�xT cY�+x� = aoo . aa 6-HOUR DURATIO13 PRECIPITATEON (YNCHES} = 2.800 SPECIFIED MINIMUM PIPE SIZE{INCH} = 18.QQ SPECIFIED PERCEN'1' aF GRADIENTSIDECIMAL} TO USE FOR FRICTION SLOPE = 0.90 • SAN DIEGO IiXAROLOGY MANiJAL "C"-VAL[FES USED FOR RATIONAL I�THOD NOTE: ONLY PEAK CONPLUENCE VALiJES CONSIDERED *USER-DEFIIVED STREET-SECTIpNS FOR COiJPLED PIPEFLC}W AND STREETFLQW MODEL* HAi,F- CROWiJ 'I'fl S'i`REET-CR055FALL: CURB GiTTi'ER-GEOMETRIES: MAI3NING WIDTH CROSSFALL TN- / pUT-/PARK- HEIGHT WIDTki LYP HIKE FACTOFt NO. (FT} (FT} SIDE / SIDE/ WAY (F"I'} (FT) i�'m} fF"I'? {n} 1 20 D �1$Yp^ 0 Q20/0 020/0 020 fl.50 1.5D �.03�2 0.125 0.0175 GLOBAI� STREET FLOW--DEP'I'H CONSTRAIi�TI'S : 1. Relative Flaw-Depth = 0.50 FEET as fMaximum A�lowable Street Flow Dep�h} -(Top-of-Curb) 2. (Depthl*�Velocity} Constraint = 6.0 (FT*FT/S} *SIZE PIPE WITH A FLOW CAPACITY GREATER TkiAI+I OA EQUAL 'i'4 THE UPSTREAM TR�BUTARY PIPE.* +**�*���r��t+tt**+**+�*,.***..,**+*,r*,r*******+v,v..r�f+*+f*++**************.**+* F'LOW PROCESS FROM NODE 205.51 TO NODE 205.52 �S CODE = 21 ----------------------------------------------------------------------------- »»>RATIONAL �IETI-IOD INITIAIJ SUBAREA ANALYSIS««< SINGLE FAMiLY DEVELOPMENT RUNOFF COEFFICIFNT =.5504 SOIL CLASSIFiCATION IS "D' S. C. S. CUFtVE N{JI�ER ( AMC I I) = 8 8 INT'I'IAL SUBAREA FLOW-LENGTH = 135.00 UPSTREAM ELEVATION = 362.94 DOWAiSTREAM ELEVATION = 351.05 ELEVA'I'ION T7IFFERFNCE = 1.35 URBAEd SLISAREA OVERLADID TIME OF FLOW ( M�NLTTES )= 11 . 503 100 YEAR RAINFALL INTENSITY(�NCH/HQUR) = 4.310 • SiJBAREA RUNOFF(CF5) = 0.78 TOTAL AREA(ACRES} = 0.33 TQTAL RUNOFF(CFS) = 0.76 *w*x++***++�f�rrt+tx++*+ti�k+�+++**************�**+�*++�arr�x++tt*f+tf***+�** FLOW PROCESS FROM NODE 205.52 TO NOi3E 2D5.53 IS COiIE = 62 -------------------------------------------------------- -----_________----- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SU9AREA«<c< »»>(STAEET TABLE SECTIpN # 1 US�D) « �« ---------------------------------------------------------------------------- . ------------------------------------------------- UPSTREAM ELEVATIQN(FEETj = 359.10 DOWNSTREAM ELEVATIpN(FEET) = 350.D0 STREET LFNGTH(FEET) = 500.00 CiFRS HETGHT{INCHESI = 6.0 STREET HALFWIDTH{FEET} = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK{FEET) = 15.OD INSIDE STREET CROSSFAL,L(DECIMA�} � 0.020 OUTSIDE STREET CROSSFALL(DECI4�AL? = D.020 SPECIFIEb NUMBER OF }iALFSTAEETS CARRYING RL�IOFF = 1 STREET PA�KWAY CROSSFALL{DECI�P.L} - 0.020 Manning's FR�CTTON FACTOR for Streetflow Section(curb-to-curb} = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CF5) = 2.45 STREETF'LOW MODEL RESiiLTS USING ESTIMATED FLOW: STREE'T FI,OW DEPTH { FEET i= 0. 31 HAT,FS'i`REET F'i�00D WIDTH ( FEE'F? = 9. 31 AVERAGE FLOW VELOCI'PY(FEET/SEC.i = 2.49 PFtODUCT OF AEPTH&VELOCITY(FT'FT/SEC.} - 0.78 S'I`REET FIAW TRAVEL TFME (MI3�. }= 3. 35 Tc (MiN. )= i4. 85 30Q YEA�i RAxNFALL INTENSITY(INCH/HOUR} = 3.655 SINGLE FAMTi.Y DEVELOPMENT RiF[dOFF COEFFICIEN'P =.5500 50IL CT�P.SSTFICA�`IOI3 YS "D" S. C. S. CURVE NCIMBER { p,MC I I 1 = 8 8 SUBAREA AAEA(ACRES} = 1.65 SCTSAREA RUNOFF(CFSi � 3.32 TO'PAi, AREA [ACRES? = 1. 96 PEAK FLOW RA'i'E ( CFS i= 4. 10 END OF $UBAREA STREET FLOW HYDRAULICS: DEPTH(FEET? = 4.36 HAI,FSTREET FIAOD WIDTH(FEET} = 11.59 • FLOW VELOCETY(FEET/SEC.} = 2.$0 DEPTH*VELOCI7'Y{FT�FT/SEC.) = 1.00 I.,ONGEST FLQWPATH FROM NODE 245.51 TO NODE 205.53 = 635.00 FEET. ** *****#Yr1*k f*YrYr*+t*t#ttt tt�!** ttikY� i�f yryr f**w*w ******** *V.Y� 1� *+tf t+# f t t*#+#!* ttttir FLOW PROCESS FROM NODE 205.53 'i'0 NODE 205.50 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPTJ`i'E PIPE-FLClW TRAVEL TIME THRU SUBARE�1««< »»>USING COMP[PPER-ESTIMATED PIPESIZE (NON-PRESSURE FE,OW} �«« ------------------------------ EL�lATION DATA: UPSTREAM{FEET) = 356.3� DOWNSTREAM(FEE'i') = 354.00 FLOW E�ENG'i'H; FEET} = 48 . aa MP.NNING' S N = 0. 013 ESTIMATED PIPE DIAMETERIINCH) INCREASED TQ 18.000 DEPTH OF FLOW IN �8.0 INCH PIPE iS 5.3 INCHES PIPE-FLOW VELOCITY{FEET/SEC.) = 9.47 ESTIMATED PIPE DIAME'PER(TNCHj = 18.00 NUMHER OF PIPES = 1 PIPE-FLOW{CFS) = 4.10 PIPE TRAVEL TIME(MTN.) = a.08 Tc(MIN.) = 14.94 LONGEST FLOWPATH FRpM NODE 205.51 TO I�IODE 205.54 = 583.OD FEET. EP1D QF STCTf}X SiJMMP.RY : TOTAL AREA{ACRES) = 1.98 TC(MIN.) = 14.94 PEA1C FLOW RATE(CFS) = 4.10 END OF RATIONAL M�THOD ANALYSIS � . *+*x+��*�+�*++xt*t+t*t******�*t+x+t*+x+w�++***x****�**+**++���t******+*+*t�* RATXONAL METHpD HYDROLOGY COi�fPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLQOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANiJAL {c} Copyright t982-2001 Advanced Engineering Software (aes? Ver. 1.5A Release Date: 41/O1/2001 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite Bfl0 San Diega, CA 92101 (b191 235-6471 ***v.rv�**r*f*****rr***«�**+w DES�REPTION OF STU17Y ******wwWwv�w�**�w**w�r,rw+*,r ' R�SI4?ENTIAL �OTS ITYDROLOGY * � P�Ai�INING AREA 6- BRESSI RANCH * * SYSTEM 206,_1 * ♦ yiF*ti4# #t* ti* *M* Yr iF * f# YrY� ir *Yr Yr YriF *Y� ******# ***M#+t1 *i�# ** f Y�F�k�k#i� t*tY Yt�tt# #t f t#iY FILE NAME: C:\2244\206 1.DAT 'iF39E/DATE OF STLTL)Y: 10 2Q 06/25/2Da2 USER SPECIFIED IiYDROLOGY AND HYnRAULTC MODEL INFORMATIODi: ------------------..---------------_....__------------------------------------- i985 5AI3 D�EGO MANi7AL CRITExIA USER SPECIFIEE} STOF�S EV�NT(YEA13} = 10fl.00 • 5-HOUR DL7RATION PRECxPITATZON (INCHES} = 2.800 SPECIFIED M�NYMUM PxPE S�ZE(TNCH} = 18.00 SPECIFIED PERCSN'P OF GRADIENTS(DECYMAI�} TO USE FOR FRICTIODi SLOPE = 4.90 SAN DfEGO HYDROLOGX MANUAL "C"-VALLTES USED FOR RATI4NAL METHOD NOTE: OI3LY PEAK CONFL[3ENCE VAF�UES CONSIDERED *LTSER-D�FiNED STREET-SEC3'IO1VS FOR CODPT�ED PIPEFLOW AND STREETFLOW MODEE,* HAI�F- CROWN TO STREET-CROSSFAS,L: CURB GiiTTER-GEOMETRIES: MANNING WIDTH CROSSFAE,L IN- / OUT-/�AFtK- HEIGH3` WID'i`H LIP HIKE FACTOR N0. {FT) SFTj SIDE / S�DE/ WAY (FT) (F'F) (FT) (FT) (nj --- ----- --------- ----------------- ------ ----- ----__-- -_��_ _------ 3 30 0 20�.0 0.0�8/0'018/0^Q20 �0.67 2.OU a.0312 0.167 D.D15U 2 20.0 15.0 O.D2p/0.020/O.Q20 0.50 1.50 O.p312 O.Z25 0.0175 GLOBAi, STREET FLOW-DEPTii CONSTRAIN'i'S : L Relative Flow-Depth = 0.50 FE£T as fMaximum Allawable Street Flow Depth} -(Top-of-Curb1 2. (Depth)*(Velocity} Constraint = 6.0 (FT*FT/Sj *SIZE PTPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TQ THE iiPSTREAM TRIBl3TARY PI PE .* w��+��W*���**�,�+�*t+*t�*�+�*�**+�*�*+****.*.*�*****+,..+******++�+t:,*.�+*++* Fi.,OW PFtOCESS FROM P10DE 206.10 TO NODE 206.20 IS COAE = 21 » » >RATIONAL METHpD FNiTIAL SUBAREA AidALYSIS« « < ---------------------------------------------------------------------------- -------------_--__------------------------------------------------------------- SINGLE FAMILY D�VBLOI'MENT i2UNOFF COEFFICIEiVT =.5504 SOIL CLASSIFICATION IS "D` S.C.S. CURVE NUMBER (AMC TT) = 88 I�VITIAL SUBARF.A FLOW-LENGTH = 335.00 UPSTREAM ELEVATION = 362.40 . DOWNSTREAi�1 EI.,EVA'd'ION = 361.05 . ELEIIATION DIFFERENCE = 1.35 URBAN SUBAREA OVERLAND TIME OF FLOW(MINLTTES} = 11.563 100 YF,AR RAIbiFALL IidTENSITY ( INCH/HOUR} = 4. 310 SUBAREA RUNOFF(CFSJ = 0.78 TOTAL AREA(ACRES) = 0.33 TO`i'AL RUNOFF{CFSf = 0.7B ** * * * #'lrtt Y' # i Y #t** #tkYr k!r***Yr 4*1�*Y� i *'t'Y 1'*t t�! # tYt* t **1� /r* * * *tt**tk�lr #'ktt �1�'� Y* Y!* f �kY tf t FLOW PRpCESS FROM NODE 206.20 Tp NpDE 206.27 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >{STREET TABLE SECTION # 2 USED) «« < Yi3PSTREAM ELEVAT�ON(FEETi = 359 78 DOWNSTREA3h ELEVATION[FEETj = 349.70 STREET LENGTH{FEET} = 352.50 CURS HEIGHT(INCHESI = 6.0 STREET HALFWIDTH(FEE'i) = 20.00 DiSTANCE FRO[f CROWD3 TO CR05SFALL GRADESREAFC(FEETf = �S.aD rNSIDE SiREET CROSSFALL(DECIMI�L} = 0.020 OVFSIDE STR�ET CAOSSFALL(DECIi�AI�} - 0.420 SPECIFIED AIiJMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL{DECIMAI�y = .0.020 Manning'S FRiCTIpN FACTOR for 5treeCflow Section(curb-to-curb} = 0.0�.75 Manning's FRiCTION FACTOR for Back-of-Walk Flow 5ection = D.0149 **TRAVEL 'PIME COMPUTED USING ESTZMA'E`ED FLOW(CF5) = 3.16 STREETFLOW MODEL RESLFLTS USING ESTZMATED FLOW: STREET FLOW DEPTH{FEET► = Q.31 HAi,FSTREET FLOOD WIDTH (FEE`F} - 9 . �9 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.28 � PRODUCT OF DEPTH&VELOCITYfFT*F'f`/SEC.} � 1.02 STREET FLOW TRAVEL TIME(MIN.} - L.79 Tc(MIN.} = 13.29 24d YEAR RAINFALL INFENSITYIINCH/HOURj = 3.927 S�NGLE FAMILY DEVELOPMENT RiJi�iOFF COSFFICIENT =.5500 SOYL CLASSIFICATION YS "D' S.C.S. CURVE I4UMBER iAMC II� = 88 SUBAREA AREA(ACRES� = 2.20 SUBAREA RUNdFF(CFS} - 4.75 TO'i'AL AREA ( ACitE51 = 2. 5 3 PEAK FLOW RATE ( CFS )= 5. 5 3 END O�' SUSAREA STREET FLOW HYDRALF,GICS: DEPTH(FEE'T') = 0.36 HAI,FSTREET FLOOD WID`I'H(FEE'�') = 11.71 FLOW VELOCITYfFEET/SEC.) = 3.72 DEPTH•VE�OCITY(FT*FT/SEC.1 = 1.34 LONGEST FLOWPATH FROi�i NOD� 206.1D 'FO NODE 246.21 = 487.50 FEET. *+**i.*i.��wrtf*wt**��*******+*i.*+*+��***ff****,o-r,rw�+*i.�*+v.+*+Y*�**xt*i.+**�**+ FLOW PROCESS FROM NODE 206.21 TO PiODE 206.22 TS CODE = 31 _-------------------------------------------------�-------------------------- »»>COi+IPUi'E PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USIIVG COP4PU'I'ER-ESTTMA'FED PIPESIZE (IdOId-PiZESSURE FLOW) ««< ------------------------------------------------- = ELEVATION DATA: UPSTR�AMfFEET} = 348.70 DOWNS'I'REAM{FEST} 34$.50 FLOW LEA}GTI-3 {FEET) = B. 25 MANNII3G' S N= 0. 013 ESTIMATED PIPE DIAMETER(INCH? INCREASED TO 18.000 DEP`1'H OF FL4W IN 18 . D I�ICH PIPE IS 7. 4 IidCHES PIPE--FLpW VELOCI'i'Y(FEET/SEC. } = 8.04 ESTIMATED P�PE DFAMETER(INCI-1} = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CF5) = 5.53 PIPE 'P4�AVEL TIME(M�N.) _ �.02 Tc(MIN.) = 13.31 LONGEST FLQWPATH FRON3 NODE 20fi.10 TO NODE 206.22 = 495.75 FEE'F`. . *+*�***+**,��++���***«***+.**x**+��+++t�+**��*t**«**..***,.�«+*t*++�+��t***+�* � _-FLOW-PROCESS_FROM NODE 2D6.22 TQ NODE 206.30 iS CODE = 31 »»>CO24PUTE PIPE-FLOW TRAVE�, TI�tE 'i`HRU SUBAREA««< »»>USING COMPU'i'ER-E$TIMATED PIPESIZE {NON--PRESSIiRE FLOWj ««< SLEVATION DATA UPSTREAM{�'�ETj = 34$.70 DOWNSTREAM(FEETj = 329.4D FS,OW LENGTH ( FEET} = 576 . 00 MAidNING' S N= 0. 013 ESTIMATED PIPE DIAMETER(INCH) INCREASED T4 1$.dDO DEPTH OP FLOW ICd 18.0 INCH PIPE IS 6.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.J = 9.05 ESTIMAi'ED PIPE DIAME7'ER(INCH? = 18.00 NCTMBER OP PTPES = 1 PIPE-FLOW(C�'S) = 5.53 PiPE TRAVEL TIEIE ([�fIid. )= 1. d6 Tc (MIN. }= 14 . 37 LONGEST FLOWPATH FROM NODE 20fi.10 TO NODE 246.34 = 107I.75 FEET. Yr *** ****Y'Y t* f** * yr* Yr Yr Yr iFi� �r ** *ik *i**# �# f*�' y' Y* Y ttt * tt***k #*f YrYr**Yr * f YrY� /r*Yrf Yr iF it * Yr *YrYr FLOW PROCESS FROM NODE 206.30 `FO NODE 206.30 IS CODE = 1 »»>DESIGNATE INAEPENDEN'I' STREAM FQFt CODIFLUENCE««< TOTAL IN[�+ffiER OF STREAMS = 3 CONFLUEI3CE VAI�UES L7SED FpR INDEPF�TDENT STREAM 1 ARE : TIME OF CONCENTRA'T`IOt3 (MYN. }= 14 . 37 RAINFALL �N'I'ENSTTY(INCH/HR} = 3.73 TOTAL STREAM AREA{ACRES} = 2.53 PEAK FE,OW RATE(CFS) AT CONFLUENCE = 5.53 t********+**tti.***�f�*�rw*+t*+t+*+�f**t***,i.**x+*+*****+*�w**r++tr*+tt*ttt*t**t FLOW PROCESS FRQM NODE 206.23 TO NODE 2D6.2A I5 CODE = 21 ---------------------------------------------------------------------------- . __»»>RATIONAL-METHOD-INITIAL-SUBAREA-AI�iALYSIS« « <-'______________________ 52NGLE FATSILY D�`VELOPMEN'i' RUNOFF COEFFICIENT =.5500 50IL CLASSIFICATION IS "D" 5. C. S. CURVE I3i}MBER ( AidC I I i = 8$ FNITIAL SUBAREA FLOW-LEidGTH = i5Q.00 UPSTREAM ELEVATIpN � 349.50 DOWNSTREAt�i ELEVATION = 34$.00 ELEVATI4N AIFFERENCE = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.125 lOD YEIAR RAINFALL INTENSITY(INCH/HOUR} = 4.166 SUBAREA RUNOFF(CFS} = 0.71 'i'0'I'AL AREA ( ACRES }= 0. 31 TOTAL RUNO�'F { CFS 1= 0. 71 ******�+*�.�.++++**+******.,*,,,.***+****t*+,,*�*+*�+*++*+*��.+****,.x*******+t*� FLOW PROCESS FR�M NODE 206.24 TO NODE 206.25 FS CODE = 62 _------------------------------------------------------------------------_----- »»>COMPUTE STREET FLOW 'i'RAVEL TTME THRU SUBAREA««< »»> ( S'i'REET TASLE SECTZON # 2 USED? «<¢< ----------------------------________-- ---------------- UPSTREAM ELEVATION[FEETj = 344.20 DOWPISTREAM ELEVATION(FEETj = 329.44 5'i'REET LENGTH(FEETi = 533.OD C[TRB HEIGHT{�NCHES} = 6.Q S`i'REET HALFWIDTH(FEETj = 20.OD D�STANCE FROM CROWN TO CROSSFALL GRADEBREAK{FEET} = 15.00 iNSIDE STF2EET CR05SFALL(DECII�ALj = O.D2d OUTSIDE STREET CROSSFALLIDECIMAL} = 0.020 SPECIF�ED NiJi+IBER OF FiALFSTREETS CAR.RYI�IG RUNOFF = 1 S`i'REET PARKWAY CROSSFALLIDECIMAL} � 0.020 • Manni.ng's FRTCTION FACTOR far Streetflow Section{curb-to-curbj = 0.0175 C � • • Manning's FRiCT-ipN FACTOR for Back-of-Walk Flow 5ect�on = 0.6149 �*TRAVEL T�ME COMPUTED USING ESTIMATED FLOW(CFS) _ STREETFLOW MODEL RESULTS USING ES'i'IMATED FLpW: STREE'I' FLOW DEPTH{FEET} = 0.33 HAT,FSTREE'I' FLOOD WIDTHfFEET) _ �0.07 AVERAGE FLOW VELOCI'i']'IFEET/SEC.1 = 3.23 PRODUCT OF DEPTH&VFI.00Z`F'X(FT*FT/SEC.) = 1.4b STREET FLOW TRAVEL 'FIME(MIN.j = 2.75 Tc{MTN.) = 14.67 100 YE.�R RAINFALL INTENSI'i`Y{INCH/HOUR} = 3.652 SIi3GLE FAMILY DEVELOPMEI3'I' RUNOFF COEFFiCIEN'i' _.5500 SOIL CLASSIFTCATION IS "D' S.C.S. CURVE NLTMBER {AMC II) = 88 SUBAREA AREA(ACRES} - 2.93 SUBAREA RUNOFF{CFS} - TOTAL AREA{ACRESi = 3.24 PEAK FLOW f�ATE{CFS} _ 3.fi6 5.89 6.6a END OF SUHAREA STREE'f` FLOW HYDitAiJLICS: DEPTH(FEET) = 4.38 F�ALFSTREEi FLOOD WIDTHIFEETI = 12.88 Fi,OW VEI,OCTTY(FEET/SEC.) = 3.7� DEPTH*VELOCITY(F'�'*FT/SEC.) = 1.42 LQNGEST FLpWPATH FROM NODE 2Q6.23 TO NODE 206.25 = fi83.00 FEET. *x*+*x**++*w++w*+r*+++*�***+***a*:***w**r�**,r,rw**+**�++**v�tr��#�wr,�*www**+*�w FLOW PROCESS FROM AIODE 206.25 'i`O NODE 206.30 IS CpDE = 31 »»>COMP[J'f'E PIPE-FLOW TRA�IEL TIME TI-3RU SLTBAREA««< »»>USING C0�4PUTER-ESTIMATED PIPESIZE IN02d-PRESSiTRE FLOW? ««< -------------------------__---------------------------------------------------- ELE�IATION DATA: UPSTREAM{FEET► = 329.4� DOWNSTREAM(FEET} = 329.�Q FLOW LENGTH (FEE'F) = 8. 30 MP,NNING' S N� 0. 013 . ESTIMATED PIPE DIA�+3ETER{INCH� INCREASED 'I'0 18.000 DEPTH pF FLOW IN 18.0 INCH PIPE IS 7.3 INCHES PIPE-FLOW VELOCZTY(FEET/SEC.j = 9.7fi ESTIMATED PEPE DIA�7ETER{INCHi = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CF5} = 6.60 PIPE 'E`RAVEL TIME(MII3. )= 0. O1 'i'c {MIN. )= 14. B9 LONGEST FLOWPATH FROM NODE 206.23 'I`Q [dOD� 206.30 = 69�.30 FEE'i. *+*�**t�,�*.�+***t�***+*�+++*+*.++**.****��..***+***+*+«*+w��w��+r.++++*t+**+ FLOW PRpCESS FROM NODE 206.30 TO NODE 206.30 IS CODE = 1 ------------------------------------------------------_---------------------- »»>DESIGNATE INDEPENi�ENT STREAM FOR CONFLUENCE«�« TOTAL NLTMBER OF STREAMS = 3 CONFLUENCE VALUES US�D FOR INpEPEt3DEN'P STREAM 2 ARE: TIME OF C�NCENTRATION{MFN.) = 14.89 RAINFALL INTENSITY(I�ICH/HR) � 3.65 TOTAL STREAM AREA{ACRES) = 3.24 PEAIC FLOW RATE(CFS) AT CONFLLTF33CE = 6.b0 *�+��*���.**+*+*+*�++*+�+*�+��+�«���.����rtt.**�t+**+++*****�„**.********+.� FLOW PROCESS FROM 230DE 206.26 TO.NODE 206.27 IS CODE = 21 » » >RATIONAL METHOD TNITIAL SUBAREA ANALYSIS« «< SINGLE FAMILY DEVELOPMENT R{ii�OFF COEFFICIEN`i =.5500 SQIL CLASSIFICATION IS "D" S.C.S. CURVE ANMSER {p,MC II� = BB INIT'IAL SUBAREA FLOW-LENGTH = 120.0� UPSTREAM ELEVATION = 360.10 DOWNSTREAM ELEVATION = 35B.90 ELEIIATION DIFFEREi�ICE = 1.20 � URBAN SUBAREA bVERLAND TIME OF FLOW(MTN[JTES) _ 100 YEAR RAIPIF'ALL INTENSITY(INCH/HOUR} = 4.477 S[3BAREA RLTAIOFF { CFS )= 0. 76 TOTAL Al2EA(ACRES) = 0.31 TOTAL RT7NOFF{CFS) � • 10.845 = 0.76 �r++++****«.**,.,.******+++r�,,�,r+*++�++�.*+.�*r+�t*****+.+++***>+t++*+*f***+t+ FLOW PROCESS FAOM NQDE 206.27 TO NODE 206.28 IS CODE = b2 »»>C�MPUTE S'i'REET FLOW 'F'RAVEL TIME 'iHRiJ SUBAAEA««< »»> ( STFtEET TABLE SECTION # 2 USED} ««� ----- ------------------------------------------___--_--- _--__--__--_-------_---__- ------------___-_------------------------------------------------------------- UPSTREAM E�,�VATION{�'�ET) = 358.1Q DOWNSTREAM ELEVATION(FEETj = 329.40 STREET LENGTH(FEET) = 7Q8.00 CURB HEIGHT(INCHES) = 6.0 S'i'REET HALFWIDTH(FEET) = 20.00 DiSTANCE FROM CROWN TO CROSSFALL GRADEBREAKfFEET} = 15.00 INSIDE S'i'REET CROSSFALL(DECiMAI�f = 0.020 OU'i`SIDE S'i'REET CROSSFALL(DECIMALi = 0.020 SPECIFIED NLTMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAX CROSSFAI,L(DECIMALi = 0.020 Manning's FRICTIOi3 FACTOR for 5treetflow Sectionfcurb-to-curb) = 0.0175 Maru�ing's FRYCTTON FACTQR for Back-of-Walk �'low Section = �.0J.49 **�'fZAVEL TTME CO�fPEJTED 175ING ESTIMATED FLOW(CFSj = STREE'I'FLOW MpDEL RE5ULT5 USING ESi`IMATED FLOW: STREET FLQW DEPTH(FEET) = Q.33 HAI�FSTREET FLOOD WID'PH{FEET) = 14.36 AVERAGE FLOW VELOCITYfFEET/SEC.� = 3.93 PRO[3UCT OF DEPTH&VELOCITYfFT*FT/SEC.) = 1.31 STREET FLOW 'TRAVEL TIME(MIN.} = 3.04 'f'C(MEN.) = 1.3.85 100 XEAR RAI[dF'Ai�L INTENSITY f INCH/HOLTR) = 3.$24 SII3GLE FAMILY DEVELOQMENT RUNOFF COEFFICIENT =.5500 SOIL CI,ASSiFICATION IS "D" S.C.S. CURV� AIUMBER (AMC IIj = 88 SUBARF.A AREA (ACFtES )= 3. 71 SUBAREA Ri7N4FF ( CFS )_ TOTAL AA�A(ACRES) = 4.02 PEI1F{ FLOW RATE{CFSf = 4.68 7.80 8.57 END OF SUBAREA STREET FLOW HYDRAiJ�ICS: DEPTH(FEETj � 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.29 FLOW VELOCITYfFEETlSEC.} = 4.55 DEP'i`H*VELOCI'd'Y(FT�FT/SEC.) = 1.78 LOI3GESi' �'LOWPATH FROM NODE 206.26 TO i�TODE 2Q5.26 = 826.00 FEET. ### * iiit Yik# W f f# i f t*** *#* *� �r* *#iM k Yr �k ** * f i� �k *** *# * i## M*+�tY�i�ik+f! * Y* * tt #*t*t*****ik FLOW PROCESS FAOM NODE 206.28 TO NODE 206.30 I5 CODE = 3� ---------------------------------------------------------------------------- »»>COMPti'I'E PIPE-FLOW TRAV�I.� 'i'IME THRU SUBAREA<¢«< » »>USING COMPUTER-ESTIMA'I'ED P�PESTZE (I30N-PRESSURE FLOW)� «�< ------------------------------------------------------------___--------------- ----------------------------------rv_----------------------------------------- ELEVA'I`ION DATA: UPSTREAM{FEET) = 329.40 DOWNSTREAM(FEET) = 329.20 FLOW LENGTH(FEET) = 22.20 MANNIfdG'S 23 = 0.013 DEPTH OF FLOW IN 18.0 INCH PZPE TS 13.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.} = 6.D6 ESTIMATED PIPE DIAMETER{IAICH} = 18.00 �TU�4BER OF PIPES = 1 PIPE-FE,OWICFS) = 8.57 PTPE TRAVEL TIME{MIN.} - 0.06 TCIMIN.) = 13.91 LONGEST FLOWPATH FROM N4DE 2d6.26 TO NODE 206.30 = 850.20 FEET. ****+**�t�*++t��,�+,�*..�**+«+*�++*******«�*+.****#***���*�+*�����*,��*�**�***. FLOW PRpCESS FROiH NODE Zfl6.34 TO NODE 206.30 IS CODE = 1 � » » >DESTGNATE 3NDEPF.N�ENT STREAM FOR CONFLUENCE« « < »»>AND COMPT3'I'E VARIOUS CONFLiJENCED STREAM VALUES««< TOTAL NUMSER OF STREAMS = 3 CONFLUENCE VALUES USED FOR ENDEPENDENT STREAM 3 ARE: - TIME 0�' CONCENTRATIdN(PSIi3. } = 13.91 RAINFALL INTFNSI'I`YLINCH/HR} � 3.B1 TOTAL STR�AM AREAIACRESj = 4.02 PEAK FLOW RA'i'� ( CFS } AT COI3FLUENCE = 8. 57 ** CONFLUENCE DATA '"* STRF.AM RUNOFF Tc IN'�'ENSITX AAEA NUMBER (CFS) {MIN.� (INCH/HOUR) (ACRE} 1 5.53 14.37 3.734 2.53 � 2 6.60 14.89 3.650 3.24 3 8.57 13.9� 3.813 4.02 RAINFALL Ii�ITENSITY AND TIME OF CONCENTRAT�ON RATIO CONFLUENCE FdR3+fiJLA USED FOR 3 STREAMS . ** PEAK FLOW RATE TABLE ** STRF.AM RUNOFF Tc INTEI35ITY NUI�SBE3t (CFS j {MIN. } ( INCH/HOCTR} 1 20.30 �3.91 3.813 2 20.37 �4.37 3.734 3 20.21 14.89 3.650 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATEfCFS) = 20.37 TC(MiN.) = 14.37 T07'AL AREAfACRES} - 9.79 � LONGEST FLOWPATH FRQ2+i �iODE 206.10 TO NQDE 2Q6.30 =�071.75 FEET. , *+***,tw*+�f***x*�***��*w++++****t*******�**�*+*+*t+:***x***�x*rfr++*t***+*�* FLOW PROCESS FROM NQDE 206.34 Td NODE 206.40 IS COAE = 31 »»>COMPUTE PIPE-PLOW TftAVEL TIME THRU SUBAREA« «< »»>U$ING COMPUTEFt-E5�'EMATED PIPESIZE fN013-PRE55[3RE FLOW) ««< _,�_��----------------------------------------------- EL�ilATIOFd DATA: UPSTREAM(FEET) = 329.2d DOWNSTREAM(FEE'Tj = 322.30 FLpW LEI3Gi`H(FEE'£) = 275.Q4 i�SANNiNG'S N= 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.9 FNCHES PIPE-FLOW VELOC�TY(FEET/SEC.1 = 11.13 ESTIMATED PIPE DIAMETER(INCH) = 21.OQ NUMSER OF PTPES = 1 PIPE-FLOW{CFSa = 20.37 PIPE 'I`RAVEL TIME{MIN.} = D.41 TciMIN.} = iQ.78 LONGES'F �'LOWPATH FROM i�10DE 206.10 Td NODE 205.40 = 1346.75 FEET. *+***..*x..,+*��*.t*+**�++*,..�**+�+�*rr.,.�+t.��***�++*+.*t**+..+..,«*.,,..r.+**�+ FLOW PROCESS FROM NODE 206.4a TO i�ODE 206.40 IS CODE = 1 » »>DESIGNA'FE INDEPENDENT STREAM FOR CONFLUENCE« �a< TOi`AL NUMBER pF STREAMS = 2 CdNFLUENCE VALUES USED EOR IAIDEPENDENT STREAM 1 ARE: T�ME OF CONCEN'I'RATiON(MIN.j = 14.78 RAINFALL IN'I'ENS7TY(INCH/I-3R) = 3.67 TO'i`AL STitEP.M AREAfACRES) = 9.79 PEAK FLOW RATE(CFS) A'I' CONFLUENCE = 20.37 �*�t�...�+++*.�.*.�*�*.�*�.****�*..*.�*+�*.r..�.**++<.*.�+��#+++++*+*«*,...*+� • FLOW PROCE55 FROM NODE 206.47 TO NODE 206.42 IS CODE = 21 � � --------�-------------------------------------------------___------- » »>RATiObIAL METHOD INETIAL SUBAREA ANALYSIS« «< SING�E FAMILY DEIIELOPMENT RUNOFF COEFFICIEN'I' _.5500 SOIL CLASSIFICA`i'ION IS "D' S.C.S. CURVE �IUMBER fAMC I11 = 68 INIT�AL SUBAREA FLOW-LF�G'TI-1 = 115.00 UPSTREArS ELEVATION = 357.�3 DOWi�TSTRE.�t�i �F,EVA'i`EON = 3 56 . 1. S ELEVA3'ION !?ZFF'ERENCE = 0.98 LTRBAN SUBAREA OVERLAND TI2+iE OF FLOW{MINUTES� = 11.198 100 YEAR RAINFALL �NTENSITYIINCH/HOUR1 = 4.386 SUSAREA RUNOFF(CFS) = 0.4b TOTAL AREAfACitESi = 0.19 TOTAL RUNOFFICFS) = 0.46 *x*t*+***tir++*a**,r*x�*+++�ka�rw���*rr*�**a*++*�,r,r**,t**i.**i.t���v.�waY+wr*++rr**+ FLOW PROCESS FRONf NODE 206.42 TO NODE 205.43 IS CODE = 62 ------------------------------------------------------_---------------------- »»>COMPUTE STR�ET FLOW 'FRAVEL TiME THRiJ SUBAREA««a » » >(STREET TABLE SECTION # 2 USED� « « < -----__----------------------- ��UPSTAEAM E�,EVATION(FEETj = 356.15 DOWNSTREAM ELEVAi`FON(FEE'I`) = 328.80 STREET LENGTH(FEET} = 556.Q0 CURB f-IEIGH'i'{INCHES} = 6.0 STREET HALFWIDTH{���'i'j = 20.40 DISTANCE FROM CROWN TO CROSSFAi�L GRADEBREAK(FEST) = 15.00 ENSIDE STREET CRQ$$FALi,(DECIMAI�) = 0.02p QUT5Ii3E STRE�,`T' CROSSFAi,E�(DECIMAi,) = O.a20 SPECIFIED NUMBER OF FiALFSTREETS CARRYING RUI30FF = 1 � STREET PP.R.KWAY CROSSFALL(DECIMP.i) = 0.020 Manning's FRIC`I'ION FACTOA for Streetiflow Section{curb-to-curbf = 0.0175 Manning's FRiCTION FACTOR for Back-of-WaJ.k Flow 5ection = 0.0149 **TRAVEL TFME COMPi]'i'ED USING E5�`INfATED FLOW ( CFS }- 2. 26 STREET�'LOW MpDEL RESUL`P5 USIl�1G ESTIMATEp FE�OW: S'i'REE'i' FLOW bEPTH ( FEET} = 0. 27 HALFS`FREET FLOOD WIDTFi(FEET) = 7.14 AVERAGE FLOW VELOCITYIFEET/SEC.) = 3.60 PRODUCT qF �EPTH&VELOCITY(FT*FT/SEC.} - 0.97 STREET FLOW mftAVEL TIME(MIN.) = 2.58 Tc{MEN.} = 13.77 100 YEAR RAINFALL INTENSITY(INCH/HOUR} = 3.837 SINGLE FAt+SILY DEVELOPMEi�FP RUNOFF COEFFTCIENT =.5500 SOIL CLASSIFICATION IS "D' S.C.S. CLTRVE NUMBER (AMC II) = BB SUBAR�A AREAfACRESj = 1.70 SUBAREA RUNOFF(CFS) = 3.54 TOTAi� AREA [ACRES )= 1. 89 PEP.K FLOW RA`f`E S CFS i= 4. d5 F�iD OF SUBAREA STREET FI,OW HYDRAULICS: DEPTH{FEETj = 4.31 HAI,FSTREET FLOOD WIDTH(FEE'i`) = 9.31 FLDW VELOCITY(FEET/SEC.} � 4.11 DEPTH*VELOCITX(FT*FT'/SEC.) = 1.28 LOPIGEST FLOWPATH FROI�4I30DE 2D6.4i TO NODE 206.43 = 671.00 FEET. .*,.*.**t+++�**�****�+�.,*.*�,.**++t+�+���r*t+t**.**«,.**„***+*+*+*+ti.�t�:.+*+.,, FI,OW PROCESS FROM I30DE 206.43 TO NODE 206.44 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE 5'TREET FLOW TRAVEL TIi�4E THRU SUBAREA««< »»> ( STAEET TABLE SECTIOI3 # 2 USED) ««< --------------------_ i3PSTREAM ELEVATION{�'EET) = 328.80 DOWNS'I`REA2�3 ELEVA`I`iON(FEE`i`) = 322.3D • STREET LENGTHIFEET} = 186.5� CURB HEIGHTiINCHES) = 6.0 r`�' u STRE�T HP.LFWIDTH(FEETj = 20.00 DISTANCE FROM CgOWi3 TO CROSSFALL GRADESREAK(FEET} -�5.00 iNSIDE STREET CROSSFAL�(DECIMAL} = O.D20 OUTSIDE STREET CROSSFALL(BECIN3AI�} = 0.020 SPECIFI�D NiJMBER 4F HAI�FSTREETS CARRYING RUNQFF = 1 STREET PAR}CWAY CR4SSFALL(DECIMALj � 0.020 Manning's FRICTI�N FACTOR for Stree�flow Sectionlcurb-to-curb� = 0.0175 Manning's FRICTION FACTOR for Sack-of-Walk Flow Section = 0.0149 **TRAVEL TFME COMPUTEi7 USING ESTIMATED FLOW(CFSj = STREETFLOW MODEL RESiTL'PS USING ESTIMATED FLOW: STREET FLOW DEPTH(FSET} � 0.33 HALFSi'REET FLOOD WIDTH(FEETf = 10.13 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.63 PRODUC`F OF flEPTH&VELOCImY(FT*PT/SEC.} = 1.19 STREET FLOW TRAVEL TIME(MIN.) = 0.86 TcLMIN.j = 14.63 100 YEAR RAINFAi�i, INTENSITY(INCH/HOURj = 3.691 SENGLE FAMILY DEVELOPMENT RLTNOFF COEFFICIENT =.5500 SdIL CLASSIFICA'FION IS "L7" ' S. C. S. C[TRVE EQUMBER ( AMC I�? = 8 B SUBAREA AREAIACRESJ = 0.�0 SUBAREA RUNfl�'F(CFSj = TO'F`AL AREA{ACRES} = 1.99 PEAK FLOW RATE(CFS) = 4.15 0.20 4.25 END OF SUBAREA STREET FL()W HYDRAULICS: DEP'i'H (�'EET} - p. 33 HAI,FSTREEZ' FLOOD W�IYPH ( FEET) = 10 . 24 FLOW V£LOCI'f'Y(FEET/SEC.} = 3.54 DEPTH*VELOCITY(FT*FT/SEC.} = 1.21 LONGEST FLOWPATH FROM NODE 2Q6.41 TO NODE 206.44 = 857.50 FEET. . +t*+�**ffa******�+i.**t�i.twt*+++i*ttt*+*,r*�**ti.**+w**r*tt+*r**t**�w*wx***+*+� FLOW PROCESS FRO[� NODE 206.44 'i'O NODE 206.40 IS CODE = 31 -------------------------------------------------_-------------------------_- »» >CdMPUTE PIPE-FLpW TRAVEL TIME TIiRU SUBAAEA««< »»>USING C�MPUTER-ES'I'I44ATED PIPESI2E (NON-PRESSURE FLOW) <c«< ----------------------------------_-------------- _ ELEVATION DATA: UPSTREAM(FEET) 322.30 DOWNSTREAM(FEETj 322.OD FLOW LENGTH ( FEET )= 8. 2 5 3+]ANDIING' S N= 0. D 13 ESTIMATED PIPE DIAME'I'ER(INCH) INCREASED TO 18.000 DEPTH OF Fi�OW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = B.67 • ESTIMATED PIP.E DIAMETER{INCHj = 18.00 NUMBER OF PIPES = 1 P�PE-FLOW(CFSi = 4.25 PiPE TRAVEL 'T'IME{MIN.} = 0,02 TC(M�N.) = 19.65 LdNGEST FLQWPATH FROM NODE 206.41 TO NODE 206.40 = 865.75 FEET. t**'k *Yri****i�'t�'YfY� i t #i *t**�F *iF# �FYc* f * * *�i*+�Yi 1*****�kYrY� iF *ri *Yci� }}i}iiY� # 4 Y Y t�F * ****Yr FLOW PROCESS FROM NODE 206.90 'I'p NODE 206.40 IS CODE = 1 » »>DESiGNATE INi?EPENDENT STREAM FpR CONFLUENCE« « < »»>AI3D COMPUTE VARIOUS CONFLUENCED STREP.M VAi,UES««< �TOTAL'N{7MBER OF S'i'REAMS = 2 CONFL,UENCE VALUES USED FdR INDEPENDEN'I' STRE�IM 2 ARE: TIME OF CONCEbITRATZON(MIN.) = 14.55 RAINFALL �NT�SITY{�AICH/HR} = 3.69 TOTAL STREAM AREA[ACRES} = 1.94 PEAK FLOW RATE ( CFS ) AT CONFLL�EidCE = 4. 25 * * CONELi3ENCE DA'T'A ' * • STAEAM RUNOFP TC INTENSITY AREA � NUMBER (CFSj {MIN.i (INCH/HOUR} (ACRE} 1 2D.37 �4.78 3.667 9.79 2 4.25 14.65 3.688 1.49 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE F013MULA USED FOR 2 STREAMS. '* PEAK FLOW RATE TABLE ** STFtEAi�1 Ri3NdF�' TC �NTENSI7'Y NUMBER (CFSj (MIN.) (INCH/HOURi 1 24.50 14.65 3.668 2 24.59 14.78 3.667 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATEfCFS) = 24.59 Tc(MIN.� = 14.78 TOTAL AREAiACRES) = 11.7$ LOidGSST FLOWPATH FROi�f NODE 205 .�0 TO I30DE 206.40 = 1.346. 75 FEET. *1**i �klr kYr**#f i#ik4 Y 1 f t t####ti Y*Yrt#*� * ***tt**'k# * M' ik'k*iFYrk ******i *i *Yr*f * * * ******�k FLOW PROCESS FROM NODE 206.40 TO NODE 206.D0 zS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA« «< »»>USiNG COMPUTER-ESTIMATED PIPESEZE (NON-PRESSURE FLOW} « «< _____________________________________________�_����_��_��TT_=�R�==--___--___ ELEVATIpN DATA: UP5'FREAPf(fiEET) = 322.00 DOWNSTREAM(F�Efi} � 315.70 FLOW LEIVGTH{FEET} - 30.40 4tP.NNING'S N= 0.013 ESTIMATED PiPE DIAMETER(INCH) II3CREASED TO 16.000 DEPTH OF FLOW IPI 18 . 0 INCH PiPE IS 9. Q II3CHES PIPE-FLOW VELOCITY(FEET/SEC.) = 26.32 ESTIMA'FED PIPE DIAMETER(INCH) = 18.00 NUMB�R OF PIPES = 1 • PIPE-FLOWfCFS) = 24.59 PIPE TRAVEL TIME(MIN.) = 0.02 'i'C{MIN.) = 1A.80 LONGESi` FLOWPATH FROM NODE 206.10 `I`0 NOA� 206.Oa = 1376.75 FEET. END OF 5Ti7DY SU64dARY: TOTAL AREP.fACRES} = 11.78 TC{MIN.) = 14.80 PEAiC FLOW RATE(CFS} - 24.59 END QF RATIONAL METHOD ANALYSIS C � � � * t * * * * f * � Y Y * * * * t t t * * # # * * * * * * * * * rt � 1 i i W f t * * * * * t * * Y Y # f * * * k * * * * * * * * # # * # * f i * i * # � RATIONAT� METHOD HYDROLOGY COMPUTER PRpGR�S PACKAGE Reference: SAN DxEGO COUNTY FLOOp CONTROL DISTRTCT 1965,19$1 HYDROLOGY MANUAL (c} Copyright 1982-20fl1 Advanced Engineering Software (aes) Ver. Z.5A Release Date: O1/O1/2001 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B S�.reet, Suite 804 San Diego, CA 92101 f619? 235-6471 *f**f****+**«**,.*****�«*** DESCRIPT�ON OF STUDY *r+�*�*,.***�*.**,.�....***.** * HRESSI RANCH - LTLTIMATE CONDz�'IONS RESIDENTIAL I-iYDROLQGY * * PA - 6: NODES 21Q.21 TO 210.20 * * l0d-YEAR STORM EVENT: SYSTEM 206 2 * �**********,.**,.+,.*****�*+�*************+*******+*++*�*��*+�*��*+****��+*** FILE NAME: 2Q6 2.DAT TIME/DATE OF STiTAY: 1D:45 10/24/2D02 USER SP�CIFIED HYDRpLOGY ANL] HYDRAULTC MODEL INFORMATIOi�i: 1985 SRN DIEGO MANUAL CRITERIA USER SPECZFIED STORM E'�IENTfYEAR) = 14a.OD � 6-HdUEt DURAT�ON PRECiPITA'�i0�1 (TPICHESJ = 2.800 SPECIFIED MINIl�fUM PIPE SIZE(INCA} � 18.Q0 SPECIFIED PERCEN'i' OF GRADTEN'I'S(DECIMALj 7'0 U8E FOR FRICTION SLOPE = fl.9d SAN DIEGO }iYDROL,OGY MANUAL "C"-VALUES USEb FOR RATIONAL ME'FHOD NdTE: ONLX PEAK CONFLUENCE VALUES CQNSiDERED *USER-I?EFINEB STAE�T-SECTT013S FOR COUPLED PIPEFLOW AND STREETFLOW N30DEL� HALF- CR4W�I TO STitEET-CRpSSF'ALL: CURB GUZ"PEi2-GEOMETRIES: MANNEI3G WIDTH CR4SSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR N0. (FTj (FT) S�DE / SIDE/ WAY fFT) {F�') (F�} {FTj In? --- ----- --------- ----------------- ------ ----- ------ ----- ------- 1 20.0 15.d 0.020/0.020/0.02Q 0.50 1.50 0.0312 Q.125 0.0175 GLOBAL 5`PREET FLOW-DEPTH COi�TSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as fMaximum Allowable Street F3�ow Depth) -;Top-of-Curb} 2. (Depth)*fVelocityj Constraint = 6.0 {FT*F'F/5a �SIZE PIPE WITH A FLOW CAPACITY GREATER THPN OR EQi3AL 'i0 THE UPS'I`AEAN3 TRISUTARY PIPE. * +****{,.*t*�+**.*+*++,.++**+***+****+****..*.*�*****+..****+*,r++*+�#++�*f+.*+t�� FLOW PROCESS FAOM NODE 210.21 TO NODE 210.22 �S CODE = 21 ------------------------------------------------------------------__-__------ »»>RAT�ONAL METHOD INITIAL SUBAREA ANRLYSIS« « < --------------------------------------------__------------------------------- -------------------------------------------------------------------------_--- SINGLE FAMILY DEVELQPi�3ENT RUNOFF COEFFIC�ENT =.5500 SOIL CLASSIFICATION IS "D` S.C.S. CLJRVE NLTMBER (AMC i�) = 89 INITrAL SUBAREA FLOW-LF�IGTH = �30.OD UPS'E`AEAM ELE�IATTON = 350.30 DOwNSTREAM ELEVA'T'ION = 348.84 • �LEVATIpN DIFFERENCE _ �.34 � URBAN SUBAREA OVERLPNA TIME OP FLOWfMINUTES} = 1�.288 10fl YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.363 SUBAft�P. RUNOFF ( CFS )= 0. 4 B TOTAL ARFsAfACRES? = 0.24 TOTA.L RUNOFFfCFS) = 0.48 i�*f y *ti*t ***'kYrk �ktk# *# * ****i�*Y�tktk *'k# ** #+t'�'1�' i'R f *t t **** t**Yrf YrYr it*M* f Yr ** * YrYr # Y�* Ir1r* *Yr * FLOW PROCESS FROM NODE 210.22 TO �TODE 210.20 IS CODE = 62 ---------------------------------------------_---------___------------------- »»>COMPUTE STREE'i' FLOW TRAVEL TIME THRU SiiBAREA««< » »>{STAEET TABLE SECTION # 1 IISEDf ««< UPSTREAM ELEVATION(FEET� = 34$.30 DOW4VSTREAh4 ELEVA'f`ION{FE�T) = 315.50 STREET LENGTHIFEETj = 620.00 CURB HEIGHT(INCHES} = 6.a STREET HALFWID�'H(FEE`I`) = 20.00 DISTANCE FROM CR04VN `d'0 CRpSSFALL GRAIIEBREAK{FEET} = 15.p0 INSIDE 5'�'AEET CROSSFALi.(DECI3�lAI�} = 4.020 piTTSIDE STitEET CROSSFALL(DECI3hALi = 0.020 SPECIFIED NUMBER OF HAL�'STREETS CARRYENG RUNdFF = 1 STREET PARKWAX CROSSFALLIDECIMAI�j = Q.020 Manning's FRICTiON FACTQR for Streetflow Section(curb-to-curb} = 0.0175 Manning's FRICT�aN FACTdR for Back-of-Walk Fiow Section = D.Q1A9 **TRAVEL TIME CaMPU'PED USING ESTIMATEF? FLOW{CFS) = 3.52 STREETFLOW MODEL RESULTS USING ESTIMA'FED FLOW: STREET FLOW DEPTH{FEE�`) = 0.30 HAF,FSTREET F'LOOD WIDTH(FEETJ = B.65 AVERAGE FLOW VELOCITY{FEE'i'/SEC.) = 4.05 PRODUCT OF D�PTH&VELOCITY(FT*FT/SEC.} = 1.21 � STREET FLOW TRAVEL TIMEfMIid.] = 2.55 Tc(MIN.) = 13.84 lOQ YEAR RAINFALL I13TENSITY{�NCIi/HOUR} = 3.825 SINGLE FAMILY DEVELpPMENT RUNOFF COEFFICIENT =.5500 SO�L CF�ASSIF�CATTQN IS "D" S.C.S. CURVE NiJMBER (AMC IIj = 8$ SUBAFtEA AREA{ACRES) = 2.88 SLTBAREA Ri3i�TOFF(CFS) = 6.06 TOI'AL AREA(ACRESi = 3.08 PEAK FLOW RATE(CFS} = 6.54 END OF SUBAREA S'I'REET FLOW HYDRAULICS: DEP'iH(FEETj = 0.35 HALFSTREET FLOOD WIDTH(FEET} = 1i.30 FLOW VEi,OCITY{gEET/SEC.) = 4.59 DEPTH*VELOCITY{�I'*F`i`/SEC.} = 1.65 LONGEST FLOWPATH FROM NODE 210.21 TO FiODE 210.20 = 754.00 FEET. I� k i! Y� Y� *1r*Yr*#�'F*tk Y# * i tY f�##*ti* tt *k tk*'k1� f h****** *'ktt* *�'Y Y#*YYt# ##t*** #**** �k ** YrYr Ir FLOW PROCESS FROM NODE 210.20 TO �I4BE 210.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME 'iHRU SiJBAFtEA««< - »» >USING COMPUTER-ESTIMATED PIPES�ZE SNON-PRESSURE FL04J1 « « < -------------------_--_ y�ELEVATION DATA UPSTREAM{FEETi = 3i6.50 DOWNSTRE�(FEETi = 3�6.30 PLOW LENGTH(FEET) = 8.25 MANNTNG'S N= 0.013 ES`i'IMATED PIPE DIAMETER(iNCHf INCREASED TO 18.000 i]EP`I`H OF FLOW IN 38.0 INCH PIPE IS 8.2 INCHES PIPE-FLpW VELOCITYIFEET/SEC.1 = 6.4� E53'IMATED PIPE DIAMETER(ZNCHf = 1$.p0 NUMBER OF PIPES = 1 PIPE-FLOW(CFSJ = 6.54 PIPE TRAVEL 'FIMEfMIN.) = 0.02 'FC(MTI3.} � 13.86 LONGEST FLOWPATM FROi+3 NODE 210.21 TO NODE 214.00 = 758.25 FEET. ENd OF STUDY SUt�4IARY : � `FOi'Ai, AREP. (ACAES i = 3 . 08 'I'C {MIN. } � 13 . $6 � p�c F�ow RA�ElCFS) = 6.54 Ei�FD pF RATIONAL METIiOD ANALYSIS �� � i � APPENDIX 3.4-2 SYSTEM 300 (PA-1Q) � � � **++r+r**xrt**x+*t�++*+*+******x*rr�+�r*t�*�**�t*+*a*+***�****r****�**r*r**+ RATTpIdAL METHOD HYDROLOGY COMPUTER PRpGRAN3 PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DiS`I'RIC't' 1985,1981 HYDROLOGY MANIJAL (c1 Copyright 1982-20D1 Advanced Engineering Software (aes} [Ier. 1.5A Release Date: Ql/O1/2001 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B S�reet, 5uite 800 San Diego, CA 921D7. (619} 235-6471 *Y*YY*!Yr*#t*t******YrY�flrYrYrw' DESCRIPTION OF STUDY ****************"***"***** * BRESSI RANCH - MASS GRADING ULTIMATE CONi�ITIOi�FS * * PLANNING AREA 10 - SYSTEM 300 * * FILE: 300.DAT � ****+****«**«,,.*�***�******+,.�*****,.x.+*+�+**+*�*+�.+****��**+x���.**w*�W*v. FILE NAME: 300.DAT TIME/DATE OF STUDY: 09:3A OB/3D/2002 USER SPECIFIED HYllROLOGY ADIL7 HYDRA;3LIC 2�'SODEL INFORMATIdN: ------------------------___------___----------------------------------------- 1985 SAi�F DIEGO MA�iUAL CRrTERIA USER SPECIFIED S'I'ORM EVEN'I'fYEARf = 1Qfl.00 � 6-HOUR DURATION PRECIPITATION (TNCH�S1 = 2.800 SPECIFIED MINIMUM PIPE STZE(INCHj = 18.OD SPECIFIED PERCEN'i' OF GRAI7T�N'tS ( D�CiMAI.) Tp USE F4R FRICTION SLOPE = D. 90 SAN DIEGO HXDRpLOGY MANUAL "C' -VAL[iES USED FOR RATIQIdAL NlETHOD NOi'E: ONLY PEAK C0�IFLUENCE VALZ3ES CONSfD�RED *USER-DEFINED STREET-SECTIpNS FpR COUPLED P�PEFL4W ANI? STREETFLOW MODEL* HAi,F- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MA.I3idING WIDTH CROSSFALL IN- / pUT-/PAItK- HEIGHT WIDTH LIP HIKE FACTQR N0. (FTj (FT) SIDE / SIbE/ WAY (F`F`) {FT) {FT) [FT� (n} --- ----- --------- ----------------- ------ ----- ------ ----- ------- 1 20.0 15.0 Q.020/0.020/0.020 0.50 1.5D O.a312 0.125 4.0170 GL4HAL S`I'E2EET Fi,OW-DEPTH COIVSTRAIiVTS: 1. Relative Flow-Depth = 0.00 FEET as ;Maxi�num Allowable Street Flow Depth) -{Top-of-Curb1 2. (Depth}*{Velocity) Constraint = 5.0 {FT*FT/S� *SIZE PIPE WI�'H A FLOW CAPACITY GREATER THP1V OR EQUAL TO THE UPSTREAM TRISUTARY PIPE.* ***++***�+*t*+**+.***+*+++**+*+******+*«*+*.*��**+..,.«*+*+*�***,.+++****�+*** FLOW PROCESS FROM NODE 300.00 TO NODE 300.10 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL [�ETHOD INITIAL SUBAREA ANALYSIS« « < ------------------------------------------------...._____-_______--__------------- ---------------------------------------------------------------------------- SINGLE FAMiLY DEVELOPt�Ei�F'P RUNOFF COEFFICIENT =.5500 50IL CLASSIFICATION IS "D" S.C.S. CURVE I3CTMBER (Ai�SC II? = 88 TNTTTAL SUBAREA FLOW-LENGTH = 15fl.40 UPSTREAM ELEVATION = 376.1D DOWNSTREAM ELEVATION = 374.50 � ELEVATIpN BI�'FERENCE = 1.50 � URBAN SUBAREA OV�RLAND T�ME OF FLOW(MINUTES} = 12.125 1pD YEAR RAINFALL IN'I'ENSITY ( INCH/IiOURi = 4. �66 SUBAREA RUNOFF{CF51 = 0.41 `I`4`i'AL AREA{ACRES) = 0.18 TOTAL RUNOFF{CFSi = 0.41 Y� rt * Yr # *#** Vr** *** *** * #* *�"k'k kYr** *Mr*i ***** * *x*1r* *** f w YrY� Yr* * ** * *iF 1r�lr *YrYr*# * tt# #1�Y Ly� y FLOW PROCESS FRdM NOA� 300.Z0 TO NODE 340.20 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<¢ «< » »>(STREET TABLE SECTION # � USED} « « � -------------------------------------------------------------------_-_-------- UPSTREAM ELEVAi`IONfFEET) = 37�.90 bOWNSTREAM ELEVATEON(FEET) = 346.20 STREET LENGTHfFEET} = 636.Q0 CiJfiB HEZGHT�INCHE5) = 6.0 STREET I-L�LFWIDTH(FEET1 = 20.OD DISTANCE FRpM CROWII TQ CROSSFALI,, GRAI)EBREA.KfFEET1 = 15.00 INSIAE STAEET CROSSFALL{nECIMAi�j = 0.020 OUTSIDE STREET CROSSFALL(L�ECIMP.i�j = �.02a SPECIFIED NUMBER OF HAI�FSTR�ETS CARRYiNG RUNOFF = 1 STREET PARKWAY CR055FAi�L{DECIMAi�] = 0.020 Manning's FRICTION FACTOR for Streetflow Section{curb-to-curb) = 0.0170 Manning's FRICTIO�F FACTOR for Back-of-Walk Flow Section = 0.0149 w`TRAVEi, TiME COMPUT£D i75ING ESTIMA'�'ED FLpW(CFS) = 2.39 STREETFLOW MODEL RESULTS US�NG ESTIMATED FLOW: STREET FLOW DEPTH{FSETj = 0.28 HAI�FSTREET FLOOD WIDTH(FEET) = 7.55 AVERAGE FLOW VELOCITY(FEET/SEC.i = 3.47 PRODUC�` OF DEPTH&VELOCITY{FT*FT/SEC.) = 0.96 � STREET FLOW TRAVEL TIME(i�1IN.) = 3.05 Tc{MIN.j = 15.18 100 YEAR R.AINFALL INTENSITY{INCH/HOUR) = 3.605 SII3GLE FA3�SILY DEVELOPi+fENT RUNOFF COEFFICIENT =.55D0 SOIL CLASSIFICAT�ON IS "D" S.C.S. CURVE NUMBER {p�C II) - gg s�rsx�Ea Ax� c Acx�s �= i. s9 su�a� RU3d�FF f CFS 1= 3. 95 TOTAL AREA{ACRESJ = 2.17 PEAK FLQW RATE(CFSj = 4.36 END OF SUBAft�A STftEET FLOW HYDRAULICS: DEPTH ( FEET) = 0.32 }iALFS`FREE'P FLOOD WI17�'H (FEET) = 9. 89 FLOW VELOCITY(FEET/SEC.} = 3.97 DEPTH�VELOCITY(FT*FT/SEC.j = 1.29 LONGEST FLOWPATH FROM IVODE 300.00 TO �IODE 300.20 = 786.00 FEE`i`. ra�r,o-�**r�*+***i�****,r**++****+*+***+**tw*t+*++***++�*t*+t�*tft��**�r�rYyrt*�r*r+ FE,OW PROCESS FROM NODE 300.20 TO NODE 304.21 IS CODE = 3� -------------------_--------------------------------------------------------- »»>COMPUTE PIPE-FLOW `i'RAVEL TIME THRL3 SUSAREA««< » » >USING COMPUTER-ESTZMATED PIPESIZE (NON-PRESSURE FLOW) « « < ------------------------------------------__-----------------------..__�_�_----- ELEVATION DA'�'A: ilPSTREAM(FEET1 = 346.20 DbWNSTREAi+ifFEET) = 326.94 FLOW LENGTH{FEET} = 41J..p0 MANNING'S I3 = O.Oi3 �S'PIMATED PIPE DiAMETER(IFdCH} INCREASED TO �8.000 DEPI'H OF FLpW Iid 1&.0 INCH PIPE IS 5.5 INCHES PIPE-F�OW VELOCITX(FEET/SEC.) = 9.55 ESTIMATED PIPE A�AMETER(IIdCH} = 1$.00 NUMBER OF PIPES = 1 PIPE-FLOW{CFS) = 4.36 PIPE TRAVEL TIME{MIN.} = 4.72 Tc(MIN.) = 15.89 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 300.21 = 1197.OD FEET. �+�++**r�++**+�r++r*rt**xxww*xxtta�r+t�rrr*r+r*w+r*s�r**x***rw-r�r�++*+++ti+t++++ . FLOW PROCESS FRON3 NODE 300.21 TO NODE 300.21 I5 CODE = 1 i ________________________________________________________________________ »»>DESIGNATE I�FDEPENDENT STREAI+S FOR CQNFLUENCE««< ---------------------------------------------------------------------------- TOTAS.� NUMI3ER OF STREAMS = 2 CONFLUENCE VAi�UES USED FOR INDEPENDEI3T STREAM 1 ARE: TIME OF CONCEN'PRATIQN(MIN.} = 15.89 RAINFALL �NTENSITY{ENCH/FiRf = 3.50 TOTAL STREAM AREAfACFtES1 = 2.17 PEAK FLOW RATE(CFS} AT CONFLUENCE = 4.36 **„«*�*****�***�**,.*v�******�+**�+*�***�****++*�**********,.*�***,.*,.«***+t��.* FLOW PROCESS FROM NODE 300.22 TO NODE 300.23 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL t�SETHOA INITIAL SUBAREA ANALYSIS««< RURAE� DEVELOPd+1ENT RUNOFF COEFFICIENT = .450a SO�L CLA55EFICATION IS 'D' S.C.S. CURVE NUMBER (A�SC IIi = 87 INITIAL SUBAREA FLOW-LFNGTH = 320.00 UPSTREAM ELEVATION = 353.27 DOWN6TREAM ELEVA'I'ION = 333.40 ELEVATION DIFFERENCE = 19.87 URBAN SUBAREA OVEFtLAND TI�+fE OF FI,OW ( F4INUTE5 )_ ].1 . 3 8 8 *CAUTION: SUBAREA SLOPE �XCEEDS COUNTX NO[KOGRAPH DEFII�FIT�4N. EXTRAPQLA'I'i0N OF NOPSOGRAPH USED. 100 XF.AFt RAINFAi,L INT'ENSTTY(INCH/HOUR} = 4.338 SUBARFA RUNOFF(CFS? = 2.�9 TOTAL AREA ( ACRES }= 1. 25 TO'i`AI, RUNOFF { CF'S 1= 2. 44 *�*z�k*******,r+**+�+*�w*w*w+**�+*++*�,*****+**,r**,r,r+*,r***,r*��+*+*w*�****�.*.,* � --FLOW PROCESS FROM NpDE _ 3fl0.23 TO �TODE 3Q0.21 TS CODE = 31 »»>COMPUTE P2PE-FLpW T'RAVEL TT�4E THRU Si3BAREA««< » » �USTNG COMPU'i'ER-ESTiMATED PIPESIZE (NON--PRESSURE FLOW) ««< ---------------------------------------------------------------------------- E�EVAT=ON DA'rA: UPS'rR�7{FEET) = 333.40 DOWNSTR�S(FEET) = 326.94 FE�OW �,ENGTH ( FEET )= 10 p. 0 0 MANNING' S Fi � 0. 013 ESTIMATEB PIPE DIAMETER(II�CH} TPiCREASED TO 18.000 p�PTH OF FLOW iN 18.0 INCH PEPE IS 3.8 IAICHES PIPE-FLpW VELOCYTY(FEET/SEC.} � 9.0$ ESTTMAmED PIPE DIAMETER(TPFCH} � 18.Ofl idUMBER OF PIPES = 1 PIPE-FLOWICFS} = 2.44 PIPE TRAVEL TIME(MIN.} = 0.18 'PcfMIN.} = 11.57 LONGEST FLOWPATH FROM AiODE 300.22 TO idQDE 300.21 = 420.00 FEET. Yr f i i * # * # * # t * * # # f * * * * i # * t * * Yr t # # Y * Y i Y t Y Y * * Y * y Y Y �k t t t * t * * * * � � * Y t # # # * t * * f t # Y i # 4 ! # FLOW PROCESS FROi�1 I30DE 300.21 'i`0 NODE 300.21 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE II3DEPENDEN�' STRF�M FOA CONFLL7Ei�TCE««< »» >AND COMPUTE VARIOUS CONFL�JENCED STREAM VALUES ««< 'i`OTAL NUMBER OF STREP�IS = 2 CONFLUENCE VALCFES USEB FOF2 INDEPENDENT STREAM 2 ARE: TIME OF CONCEi�i'T'RATION(MIN. } = 31 .57 RAINFALL INTEfiSI'�'Y { INCH/HR} = 4 .29 TOTAL STREAM AREAfACRES) = 1.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.44 � * CQNFLUENCE DA`i'A * � STREAM RUNOFF Tc 2NTENSITY AREA • NCFMBER (CF5) i�'IIN.i (TNCH/HOUR) {ACRE) � � • 1 4.35 15.89 3.499 2.17 2 2.44 11.57 4.294 1.25 RAII3FAiL iNTEI+iSI'I'Y AND TIME OF CONCENTi�ATIQN RATIQ CONFLUEI+}CE FORMULA USED FOR 2 STREAMS. "` PEAi�C FLOW RATE 'i`AB�,E * * STgEAM RiiPIOFF Tc IN'PE3dISITY NETMBER (CFS? (MIN.} {INCH/HOUR} 1 5.99 11.57 4.244 2 6.35 15.89 3.499 COMP[J'I'ED CONFLUENCE ESTIMATES ARE AS FOLLOWS : PEAK FLOW f�ATE(CFS} � b.35 TCIMIN.} W TOTAL AREA(ACRES} = 3.42 LONGEST FLOWPATH FROM NODE 300.00 Td idODE 15.89 300.21 = 1147.00 FEET. �*+��*t***,.*k*************�**�***���*�*�*�***�*�***+*********+�******.,*,.**,.* FLdW PRQCESS FROM NODE 300.21 TO NOAE 30�.24 IS CODE = 31 »»>COMPUT� PIPE--FLOW TRAVEL 'iIifE THRU SUBAREA«<c< »»>USIi�IG CO�SP[TPER-ESTTMAT$]7 PIPESIZE (i30N-PRESSUFtE FLOW}««< _----------------------------------------------------------------------------- ---------------..________------______________��_____-----------------_______.. ELEVA'i'EOid DATA: UPSTREAM(FEETj = 326.94 DOWNS?'REA3�7(FEE`f`) = 322.07 FL,OW LENG'�'H (FEETj = 210. OD MAAINTNG' S DI = 0. 013 ESTIMATF�77 PiPE DIAME?`ER ( TNCH f�NCREASEI? TO 18 . 000 DEPTH OF FLOW IN 18.0 INCH PiPE IS 8.1 INC3-IES PIPE-FLOW VELOCITY(FEET/SEC.i = 8.20 ESTIMATED PIPE DIAMETER{I23CHf = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW{CF'Sj = 5.35 PIPE TRI#VEL TIME(MIN.J = 0.43 Tc(MIN.} = 15.32 LONGEST FLOWPA'PH FROM NQDE 300.D0 `i'0 I30DE 300.24 = 1407.OD FEET. *iF *1� /rYr** **ir**** *******i� ***** ********R**'F# �i'ki�**�'k *Y� t#i* f yr f Y�Y Y f Yy f iY* f*rt *� f kf Y FLC)W PROCESS FROM �iODE 300.24 TO NODE 300.24 IS CODE = 1 ----------------_-----_..____-------------_-___--_-__--_------------------------- »»>DESIGNATE TNDEPENDENT STREAM FOR C4NFLUF.PICE««< ---------------------------------------------------------------------------- -----------__--__--__----------..----------------------------------------------- TOTAL NUMBEA OF STREAMS = 2 CONFLUFNCE VALUES USED FOR INDEPF3JDEN'T' $TREAM 1 ARE : T�ME OF CONCF�ITRATION{MiN.i = 16.32 �i.ATNFALL IAITF3d5ITYfTNCH/HRj = 3.44 'i'QT'AL STREAM AREA (ACRES 1= 3. 42 PEAK FLOW RATE(CFS} A'I` CONFLUENCE = 6.35 w�rr+ttx*�t*+i****a*+*++*i.**t*t*+*+****+*t+****ra*++�**++*,ww*xx*�+*�***+x+*+ FLOW PROCESS FROM NODE 300.25 Td NODE 30�.26 IS CODE = 23� ---------------------------------------------------------------------------- »»>RATIONAL ME'i'HOD INITIAL SUBAREA ANALYSIS««< SINGLE FA�fILY BEVELOPMENT RUNOFF COEFFICIEN'P =.5500 50IL CL�ASSIFiCATION IS 'D" 5. C_ 5. CURVE N[JMBEit ( AMC I I} = B$ INITIAL SUBAREA FLOW-iENGTH = 12Q.00 UPSTREAM ELEVATION = 343.4Q DOWNSTREAM ELEVATION = 342.20 ELEITATIObI D�FFERENCE _ �.20 URHAN SUBAREA OVERLAND TIME QF FLOWfMINUTES) = 10.$45 140 YEAR RAINFALL INTEb35T'TY (INCH/HOiJR] = 4.477 SUBAREA RUNOFF(CFS) _ , d.49 TQTAL AREA(ACRES) = 0.24 TO`iAL RLFNOFF{�FS) = D.49 L� . r 1 �� *******�*��*�w�*���x�**��*.*****t���*��*******��ft******�***�*********��**** FLOW PROCESS FROM NODE 300.26 TO NODE 300.27 IS CODE = 62 ---------------------------------------------------------------------------- »»>COI�P[TPE STREET FLOW TR.AVEL TIME THRU SUBAREA««< » »>(STREET TABLE SECTION # 1 USED) « « < ----------------------------------------_-----___---------------------------- UPSTREAM ELEVATIONfFEETj = 340.40 DOWNSTREAM ELEVATION(FEET} = 325.50 STREET LENGTI-1{FEET} = 216.00 �URB HEIGHTfINCHES} = 6.0 STFtEET HALFWIDTH(FEET) = 20.00 bISTANCE FROM CROWN TO CROSSFALL GRAI:IEBREAK(FEETj = 15.Od INSIDE STREET CR05SFALL{pECIMAi,) = O.D20 OVPSIbE STREET CR055FALL(DECIMAL) = D.020 SPECIFIED NL]MBER OF HAI�FSTREETS CARRYING RUNOFF = 1 S'PREET PARKWAY CR05SFALL{DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetf].ow ,Section{curb-to-curbj = O.D170 Manning's FRICT�ON FACTOR for Back-of-Walk Flow 5ection = 0.0149 *""FRAVEL TIME COMPUTED USING ESTIMATED F'LOW(CFSi = STREETFLOW MODEL RESULTS USING ESTIMAT`ED FLOW: STREE�' FLOW DEPTH(FEET} = 0.2� HALFS'i'REET FLOOD WI�TH(FEET} = 3.99 AVERAGE FLOW iTEI.00I'i'X ( FEET/ SEC .) = 3. 7 6 ' PRODUC'P OF DEP`I'H&VELOCITY(FT*F'T'/SEC.) = 0.77 STREET FLOW TRAVEL TIME(MIN.) = 0.93 Tc{MIN.) = 11.7B 1D0 YEAR RAINF'ALL IN'I`FNSTTY(TNCH/HQTIR) = 4.245 SINGLE FAMILY DEVELOPMEu'I' RiJD}OFF COEPF�CIENT =.5504 50IL CLASSIFICATION IS "D` S. C. S. CURVE NUtYISER ( AMC I T 1 = 8 8 SUBAREA AREA{ACRES) = 0.47 SUBAREA RUNOFF(CFS1 = T�TAL FiREA{ACRES} - D.b7 PE,AK FLOW RATE{CFS) = 1.04 1.�Q 1.59 END OF SiJBAREA STR�E�' FLOW HYDRAULTCS : DEPTFi(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEETJ = 5.26 FLOW VELOCITY(FE�T/SEC.) = 4.02 DEPT'i-I'�VELOCITY(ET*FT/SEC.f = 0.93 LONGEST FLOWPATH FROM NODE 300.25 TO NODE 300.27 = 330.00 FEET. # #** t***tlr'kiA"*1r ******* ***i� *********#*'k****i"ky' Y �k # f t#*****Yr** *ik*'k* *Yr�k �k *�k ** * ****� FLOW PROCESS FROM NODE 30D.27 TO NODE 300.28 IS CODE = 62 -----------------____�_..---------------------------------------------__------- »»>COMPUTE $TREET FLOW TRAVEL TIME THRU SUBAREA« «< »»> ( STREET' TABLE SEC'iION # 1 USED} ««< ----------------------------------------------------------------------------- -------__-----------------------------------------------�-_-------------------- UPSTREAM ELEVATION{FEET) = 325.50 DOWi�iSTREAM ELEVATIpNfFEET) = 322.47 STREET LENGTH{FEE'i') = 179.20 CUFtB HEIGHT(IA3CHES) = 6.Q STREE'I' HALFWIDTH{FEET} = 24.00 DISTANCE FROM CROWN TO CRQSSFALL GRADESREAKIFEET} = 15.00 INSIDE STREET CRdSSFALL(DECIMA.L} = 0.02D OU'i'SIDE STREET CROSSFALi�(DECIMAI�} - 0.624 SPECIFIED NTJ2�BER OF HALFSTREETS CARRYIidG RUNOFF = 1 STREET PARTCWAY CROSSFALLfDECIMAL} = 0.02D Mannzng's �'RICTIdN FACTOR for Streetflow 5ection(curb-to-curbJ = 0.0170 Manning`s FRTC7'ION FACTOR for Back-of-Walk F�ow Section = 0.0149 **TRAVEL T7ME COt�SPU'1'E17 USING ESTIMATED FLOWiCFS) = 3.87 STREETFLOW MOi7EL RESULTS USiNG ESTIi+IATED FLOW: STREET FLOW T7EPTH(PEE'I'} = 0.35 � �IALPSTREET FLOOD WIDTH(FEET) = 11.4b AVERAGE FLOW VELOCITY(FEET/SEC.1 = 2.86 PRODUCT OF AEPTH&VELOCITY{FT*FT/SEC.) = 1.0� STREET FLOW TRAVEL TTME(MIN.) = 1.�4 TCfMiN.) = 12.61 140 YEAR RAINFALL INTENSITY(3NCH/HOUR) = 4.421 STNGLE FAMILY DEVELOPNSENT RUNOFF COEFFICIENT =.5500 SOIL CLASSTFICATION IS "D" S.C.S. CURVE NLTMBER {p�C II} = 88 SUBAREA AREA(ACRES} � 2.pfi SUBAR�A RUNOFFICFS) = 4.5b fiOTAL AREA(ACRES} - 2.73 PEAK FLOW RAT�(CFS) = 6.3.5 END OF SUBAREA STREET FLOW HYDFi.ALTLICS: DEP3'H(FEET) = 0.39 HALFSTREET FLOOD WiDTHIFEETi = 13.35 FLQW VELOCITY(FEET/SEC.j = 3.23 DEPTH*VELOCITY(FT*FT/SEC.} = 1.27 LONGEST Fi,OWPATH FROM NODE 300.25 TO NODE 300.28 = 509.20 FEET. .�.*.t.++��*++t�*++*«.****.*****.****++*****.+****.**.**.«***.****.,�*.*�*.+* FLOW PROCESS FROt+f NODE 300.28 TO NODE 30Q.24 I5 CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL 'I'IME THRU SUBAREA««< » »>USING COMPU'I'ER-ESTIMATED PIPESIZE (NbN-PRESSURE FLOWf « « < ELEVATION DATA: UPS'I'REAM(FEET) = 322.07 DOWNSTREAM(FEETj = 321.97 FLOW LENGTH(FEETj = 5.00 MANNING'S N � 4.01,3 ESTIMATED PIPE DIAMETER(IIdCH) 3NCREASEII TO 1B.aa0 DEPTH OF �LOW IN 18.d INCH PIPE i5 8.3 I33CHES PiPE-FLOW VELOCITY(FEET/SEC.) = 7.70 ESTIMATED PIPE DIAMETER(xNCH} = I8.00 Ni7MBEF� pF PIPES = 1 PIPE-FLOW(CFS} - 6.15 PIPE TRAVEL TIME(P4IN.) = O.fll TC(MIN.) = 12.82 � LONGEST F�,OWPATH FROM NODE 3aQ.25 TO NO�E 300.24 = 514.20 FEET'. ****+:**,.**.*.«***+**x*++**+**a*******�***********+***�***+w**w***+*��.*+*�*rr FLdW PROC�SS FROM [�iODE 300.24 T4 I�ODE 30Q.24 ZS CODE = 1 ----------------------------------------------------�____---------------____ »»>DESIGNATE INDEPENDEN'P STREAM FOR CONPLi3FNCE««< »»>AND COMPUTE VARIOUS COidFLUENCED STR.EAM VALUES« «< __--__------------------------------------------------------------------------ -----------------------------------------------------_----_-------------------- TOTAI, N[JMBER OF STREP.MS = 2 CaNFi,i3ENCE VALUES USED FOR INDEPENL}EI3'I' STREAM 2 ARE: TIM� OF COAiCENTRATION(MIN.j = i2.82 RAINFP.LT.� zN'I'ENSITY(INCH/HRj = 4.42 TOTAIa STREAM AREA(ACAES} = 2.73 PEAK FLOW RA'i`E ( CFS } A'T CONFLUENCE = 6. 15 ** CONFLUENCE DATA '� STREAM RUNOFF Tc �NTEI35ITY AREA NUN3BER {CFSi (MIAI.} {gNCH/HOURJ fACRE) 1 6.35 16.32 3.440 3.42 2 6.15 12.82 4.019. 2.73 RAIAiFALL INTENSITY AND TIME OF CONCENTRATIOIV RATIO C0�'LUENCE FORMULA USED FOR 2 STREAMS. ** PEA�C FLOW 12ATE TABLE " w STREAM RUNQFF Tc TNT�ISITY NUMBER (CFS) (MTP1.) {INCH/HOUR1 1 11.58 12.$2 4.019 2 11.61 16.32 3.440 � COMPUTED COI3FLUENCE ESTIMA`i'ES ARE AS FOLLOWS : � PEAK FLOW R.ATE(CFS} = 11.61 Tc(MIN.) = 16.32 TQTAL AREA(ACRES) = 6.15 LONGES'I` FLOWPATH FROM idODE 300.00 TO NO€3E 340.24 = 1407.00 F'EET. ***+�*++**+**�*�*******+*******�+*+**�.w�+ttf�**.*�t**+*«+***********,,.***** FLOW PROCESS FROM I30DS 300.24 TO NODE 340.30 IS CODE = 31 ------------------------------------------------------------------------------ »»>COMPUTE PIPE-FLOW TRAV£L TIME THRU S[FBA.REA««< » » >USTNG COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) « « < ELEVATIdN DATA: UPS'I'REA�S(FEET) = 322.b7 DOWNSTREAM(FEET) = 321.20 FLOW LENGTH (FEE'P} - 41.. 54 MANNi�1G' S N= 0. 013 D�PTH OF FLOW IN 18.4 Ii�}CH PIPE IS 12.2 INCHES PIPE-FLOW VELOCITY{gEET/SEC.) = 9:D7 ESTI�IATED PIPE DIAMETER(II�iCf-I} = 18.00 A3LFMBEft OF PIPES = 1 PIPE-FLpW(CFS} - 11.61 PIPE TRAVEL TIME(MIN.} = O.D8 TC(MTN.) = 16.40 LONGEST FLOWPATH FROM NODE 3DO.Q0 TO NODE 300.30 = 1446.50 FEET. �*****+w*��**�**+*+,.x».,.x+«.,.*******+t*.�..�r+.*t.t*++��*****�*+.*.*«,.*x.x«*� FLOW PROCESS FROM NQ17E 300.30 TO NpDE 300.34 IS CODE = 31 ----------------------------------------___----------------------------------- »»>COMPU'I`E PIPE-FLOW TRAVEL TTME THRU SUBAREA««< » » >USING COMPUTER-ESTIMATEb PIPESYZE (NON-PRESSURE FLOWf « « < �ELEVATIO�I DATA: UPSTRE.�I+S{F�ET) = 321.20 DOWNS'iREAM(FEET) = 305.00 FLOW LENG2'H(FEE'i`) = 287.60 MANNING'S N= 0.0�3 ES'FIMATED PiPE DIAMETER(TNCH) INCREASED TO 38.00fl DEP'FH OF FLOW IId 18.0 TNCH PIPE IS 9.9 IIdCHES PIPE-FLOW VELOCITY(FE�'P/SEC.1 = 13.3� � ES`I'IMATED PIPE DIAl4ETER(INCH) = 18.D0 NUMBER OF PIPES = 1 PiPE-FLOW{CFSj = 11.61 P�PE TFAVEL TIME{MIN.) = 0.3b Tc(MIN.} = 16.76 LONGEST FLOWPATH FROM AIOAE 304.00 TQ I30DE 300.34 = 1736.10 FEET. t�t*ttt�*++****�*«*.�*+**+*�***++**t��w�..�*f**t**+**�*„****+**************� FLOW PROCESS FRQM NOD� 300.34 �'O I3pDE 300.34 IS CODE = 1 »»>DESIG[dAi'E ZNDEPFNDENT S'i'REAM FOR CONFLiJENCE««� TOTAL NLTI�SBER OF STREAMS = 2 CONFLUENCE VALiiES IIS�� �'OR INDEPENDENT STFtEAM 1 ARE: 'i'iME OF COIJCENTRATTON{MIAI. } = 16.76 RAINFAL,L INTFNSI'i'Y ( IidCH/HR} = 3. 38 TO'PAL STREAM AREA{ACRES) = 6.15 PEAK FLOW fiA`i'E(CFS) A'i' CONFLUENCE = 11.61 .+�..****��*+�f*�*+�*f*+****�*****.�*��*„*****++.+«�+��.*�*t****+++***+..+..** FLpW PROCESS FROM NODE 300.35 TO NODE 300.36 IS CODE = 2� » » >RATIONAL METHOD �NITIAL SUBAREA ANALYSIS« «� SZNGLE FAMILY DEVELOPMENT RUNOFF COEF�'IC�ENT =.5500 SOI� CLASSIFICATION IS "D" S. C. S. CURVE I3i.TMBER ( AMC I I} - B$ INITIAL SUBAREA FLOW-LENGTH = 144.00 UPSTREAi�1 ELEVATION = 337.20 DOWNSTREAM EF�EVA`i'IOI3 = 335.96 ELEVATIOid ��F�'ERENC� = 1.22 URBADi SUBAREA OVE�iLANi? TIi*EE OF FLOW (MINU'I'ES 1= 12 . 555 • lOD XEAR RAII3FALL INTENSITYfINCH/HOURj = 4.074 � SUBAREA RUNOFF(CFS1 = 0.65 TD'FAL AREA(ACRESj = 0.29 TOTAL RUNOFF{�FS} = 0.55 *YriFYr* f *i't1'Y*f** *** * * �k f *#1r *!*Yci� *YrYrYr *iF*M'ri�!#�! Y Y 1 Y t3Yt**I� iF *1r *f *i�+i*# ********'�'�r* FLOW PROCESS Ff2QM NODE 300.36 TO NODE 300.37 I5 CODE = 62 ---------------------_------------------------------------------------------- »»>COMPUTE STREET FLpW TRAVEL TIME THRU SUBARFJ�« «< .»»> { STREET TABLE SEC'i'�QN # 1 US£D} ««< UPSTAEAi�i ELEVATIONIFEET}y-�y333^53 DOWNSTREAM ELEVATION(FEET) = 326.6� STREET LENGTH(FEET) = 104.3Q CtTRB HEIGHT[INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FAOM CROWN TO CR05SFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMALj = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPSCIFIEA NUMBER OF HALFSTREETS CARRYIi�TG RUNQFF = 1 STREET PARKWAY CR05SFALL(DECI�SP.L) = O.d20 Manning's FRiCTION FACTOR for Stireetflow Sectionfcurb-ta-curbj = 0.0170 Manning's FRYCTI4N FACTOR for Back-of-Wa�k Flow 5ection = 0.�149 �*'I'R.AVEL TIME COMPU�'ED USING ESTxMATED FLdW(CFS) = 4.96 STREE'I`FLOW MODEL RE5ULT6 USING ESTiMATED FLOW: STREET FLOW DEP'i'H { FEET j= 0. 2 D HALFSTREET FI�OOD WiIYiH(FEET) = 3.88 AVERAGE FLOW VELOCITY{FEET/SEC.) = 3.54 PROLILTCT OF DEPTH&VELOCITY(k'T*FT/SEC.) = 0.74 STREE'P FLOW TRAVEL TIME (MIN, i= 0.4$ Tc (N5IA1. )= 13.03 - 100 YEAR RAI�FF'ALL IN'PENSITY(dNCH/HOUR? = 3.977 � SINGLE FAMILY DEVELOPA4ENT RiJ3dOFF COEFFYCIENP =.5500 50II, CLASSIFICATI023 IS "D' S.C.S. CURVE NUMSER (AIIC II) = 8$ SUaP.REA AREA(ACRES) = 0.30 SUBAREA RUNOFF{CFSf = 0.66 TOTAL AREA(ACRESf = 0.59 PF�K FLOW RATE(CFSy = 1.31 EN� 4P SUBAREA STREET FLOW �YfIRAULXCS: DEPTH (FEE'I`) = 0.22 HAI�FSTREET FLOOD WIBTH (FEE'F} = 4.75 Fi�OW VELOCETY(FEET/S�C.) = 3.79 DEP`I'H*VELOCI'i'Y{FT*FT/SEC.) = 0.84 LONG�ST FLOWPATH FROM NODE 300.35 TO NODE 300.37 = 248.30 FEET. *�+*+*+.�*+**�********«*.*****�***�*w�y�**r�**t***w*.�******�*+���.�.+..�*�*** FLOW PROCESS FROM NODE 300.37 TO NODE 300.38 dS CODE = 62 »»>CO24PUfiE STA��T FL(}W TRAVEL TI�fE THRU SLTBAREA««< »»> ( STREET TABL� SECTIQbI # 1 USEDJ ««� ------------------------------ UPSTREAM EI.�EVATION{FEET) = 326.b0 DOWNSTREAM ELEVATION(�'EET) = 321.00 STREET LENG�'H(FEET) = 274.40 CURB HEIGHTIIIdCHES} = 6.0 STREET HALFWID'I'H(FEET? = 20.40 DISTANCE FROM CRpWN TO CROSSFALL GRADEBREAKiFEET) = 15.60 FNSIDE STREE`F CROSSFAUL{DECIMAL} = 0.020 OUTSIDE STREE'F CRpSSFALL(DECiMAL} = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING R[J[�10FF = 1 STREET PARKWAY CROSSFALL{D�C�MAI�} - 0.020 Manning's FR�CT�ON FAC'FOR £or 5treetf3ow Section(curb-to-curb? = 0.0170 Manning's FR�CTYON FAC'i0R far Back-of-Walk Flow Section = 0.0144 • *'TFtAVEL TIME COMP(JTED USING ES'FIMATED FLOW {C�'S1 = 2.44 • STREE'iFLOW �iODEL RESU�TS iiSING ESi`FMATEB FLdW: STREET FLOW DEPTHIFEETj = 0.30 HAi,FSTREET �'LOOD WID'�'Ii ( FEET I= $. 84 AVERAGE FF�OW VELOCITY{FEET/SEC.1 = 2.67 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.} - 0.81 S'I'1�ET FLOW T42AVEL TIME{MIN. )= 1.72 TC (MXN. )= i4.75 10� YEAR RAINFRLL INTENSITY(INCH/HOURi = 3.672 , SINGLE FAMILY DEVELOPNfENT AUNOFF COEFFICIEid'P =.5500 50IL CLASSIFICATION IS "D' S.C.S. CURVE NUMBER {AMC II) = BS • C � SUBAREA ARFA{ACRES) = 1.08 SUBAREA RUNOFF{CFS� = 2.18 TOTAL AREAfACRES? = 1.67 PEAK FLOW i2ATE{CFS1 = 3.49 END OF Si7SAREA STREET FI,OW HYDRAiFLICS : AEPTH{FEE'I'j = 0.33 HALFSTREET FLOOD WIDTH(FEET} - 10.42 FLOW VELOCITY(FEET/SEC.) = 2.90 DEP`f`H*VELOCITY(Fi`rFT/SEC.) = 0.97 LONGEST FLOWPATH FitOM NODE 300.35 TO NODE 300.39 = 522.70 FEE`F. #**�'ktt #tYrt **ik* *iF * * * * * i i y # f #i f t #tt # t*YriA'tkY�'Y� * * * * **i�1rM'y' 1Yy * f t t** Yr *k f *Yr iFYr *i� * *#*** FLOW PROCESS FROM NODE 300.3$ TO EQODE 300.39 IS CODE = 62 --------------------_-------------------------------------------------_______ »»>COMPiJ�`E S'TREET FLOW TRAVEL TIME THRU SUBAREA�«« »»> ( STREET TABLE SECTIOI3 # 1 USEA )««< -------------------------------- UPSTREAiI ELEVA'I'I4N{FEET) = 321.00 DOWNSTREANi ELEVATIQNIFEETj = 305.OD STREET LENGTH{FEE3`) = 254.5L CURB HEIGHT{I�CHES1 = 6.a STREET HALFWI€YFH{FEET) = 20.46 DISTANCE FROM CROWN TQ CR05SFAI,I, GRAD�BREAK(F£ET} = 15.00 iNSIDE STREET CROSSFAi�L(DECIMAL) = O.Q2D OUTSIDE STRBET CROSSFAi�L{pECIMP,L) = Q.020 SPECIFEED idUMBER OF HALFSTfZEETS CARRYING i2UNQFF = � STREE`i' PARKWAY CROSSFALL(DECII�fAL) = O.Q20 Manning's FRICTI013 FAC'i`OR for Streetflow Section(curb-to-curb} = 0.0170 Manning's FRTCTIODI FACTOR for Back-of-Wa3k Flaw Section = O.a149 **TRAVEL TIME COMPiITED iJSING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RE5ULT5 USING ESTI�+7AT�D FLOW: STREE'I' FE�OW DEPTH ( FEETj = D. 2 4 HALFSTREET FLOOD WIDTH(FEETj = 6.31 AVERAGE FLOW VELOCITYfFEE'I'/SEC.} = 4.50 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.} = 1.32 STf�EET FLOW TRAVEL TIME(MZN.) = 0.94 Tc(P3IN.) = 15.69 3Q0 YEAR RAINFAi�L II3TF�ISZTY{IAICH/HOUR} = 3.528 SINGLE FAMILY DEVELOPASENT RUNdFF COEFFICIENT =.5500 SaTL CLASSIFICATION IS "D" S.C.S. CURVE NCTMBER (A�SC TI} - $Q S[JBAREA AREA(ACRES) = O.1G S[JSA�2EA fZUNOFF{CFSj = TO'FAL AREA{ACRE5) � 1.83 PEAK FLOW RA'I'E{�FS) _ 3.64 fl.31. 3.80 ENB OF SUBAREA STR�ET FLOW HYDRAULICS: DEPTH(FEETj = 0.34 HALFSTREET FLOOD W�DTH{F�ETi = 8.49 FL4W VELOCITY{�EE`i'/SEC.) = 4.53 DEP'£H*VELOCITY(FT*FTISEC.1 = 1.34 LONGEST Fi�OWPATH FROM NOAE 30D.35 TO NQDE 30D.39 = 777.2i FEET. ***+*++�+�,�*r*****«+++�.*�.*+****���*���,�����**«+�*****«�,�.+**>+*�*********++ FLOW PROCESS FROM NO�E 300.39 TO PIODE 300.34 IS CODE = 3Z --------------------------------------------------------_--_------------------ » » >COMPUTE PIPE-FLOW TRAVEL 'I`IME THRU SUSAREA« «< »»>USING COMPUTER-ESTIMA'i'ED PIPESYZE (NON-PRESSURE FE,OW) ««< • ELEVATION DATA UPSTREP�4(F�ETj =y �305 00 DOWNSTR&�M{FEETjy= ' 3Q4 8A � FLOW LENGTHIFEET] = 6.25 MANNTNG'S N= 0.013 ESTIMATED PIPE DIAMETER(INCH} INCREASED TO 18.000 DEPTH OF FLOW xN 18.0 INCH PIPE IS 6.4 INCHES PIPE-FLOW VELOCITY{FEEi/SEC.1 = 6.68 ESTIMATED PIPE DIAME'I'ER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CF5} = 3.8D PIPE TRAVEL TIMEfMFN.} = 0.02 Tc{MIN.} = 15.71 LO�GEST FLOWPATH FROM NODE 30D.35 T4 NODE 30Q.34 = 785.46 FEET. *+++++********+***+***+���+*t��****+*�***��*�**+******++***�r*.���*+++*f*+�t FLOW PROCESS FROM NQbE 304.34 TO NODE 340.34 IS CODE = 1 » » >DESIGNATE INAEPENLIENT STREAM FOR CONFLUENCE« «< »}»AND COMPi3`i'E VAR1013S CONFLUENCED STREAM VALUES««< TOTAL NLTNiBER OF STFtEAMS = 2 CONFLUENCE VALUES iiSED FOR INDEPENDENT ST4tEA24 2 ARE: TIME OF CONCENTRATTON{MI[d.) = 15.71 RAINFAL�, IN'I'FNSITY ( INCH/HRj = 3. 53 'I`OTAL STREAM AREA(ACRESj = 1.83 PEAK FLOW RA'f`E(CFS) A� CONFLUENCE = 3.SD ** CdNFLUENCE DATA *Y S'i'REAM RUNOFF Tc INTENSITX AREA NUMBER (CFS} IMII3. j (INCH/f-10[IFtj (ACRE) 1 11.61 1b.76 3.382 6.15 2 3.80 15.71 3.525 1.83 • RAINFALL INTENSTTY AI�D �IME OF CONCEiSI'RATION RA7'IO CONFLUENCE FORMULA USED FOR 2 5'FREAMS. *; PEAK FLOW RATE TABLE ** � " STREAM RUNOFF Tc INTENSITY NL]MSER (CFS1 (MIN. ) (INCH/HOLFR) 1 14.93 15.71 3.525 2 15.25 16.76 3.382 COI�fPUTED CONF'LUENCE ESTIMATES ARE AS FOLI,OWS : PEAK FLOW RA'T'E{CFSj = 15.25 TC(MIN.) = 16.76 TOTAL AREA{ACRES] = 7.96 � LONGEST FLQWPATH FROM NODE 300.00 TO NpDE 300.34 = 1736.10 FEET. *+,.*+****v.*:f*++++�++*.***..**.,+..+.**+***v..�.***t+**,.*�.+*++*t**+..w*��f�++� FLOW P120CES5 FROM 230DE 3a0.34 TO NOD� 30D.4D IS CODE = 31 -----------------------------------------------------------___--------------- »»>COMPVTE PiPE-FLOW TR.AVEL TINF� TI-IRU SUBAfZEA««< » » >USING COA4PUTER-EST�MATED PTPESIZE (NON-PRE55URE FLOW) « « < ----_-_------------------- ��ELEVATION DATA UPSTREAM(FEET) = 305.00 DOWidS'i'REA.M(FEET) = 363.72 FLOW LENG`i'I3 ( EEET )= 64 . 7 4 MANNIidG' S N= D. 013 DEPTI-I pF FLOW IN 21.0 INCH PTPE TS 13.2 INCHES PIPE-FLOW VELOC�TY(FEE'i'/SEC.) = 9.56 ESTIMATBD PIPE DIAI�fETER(INCH) = 21.OD NUMBER dF PIPES = 1 PIPE-FLOW{CFSi = 15.25 PIPE TRAVEL TIME(MIN.) = Q.11 TC(MiI3.f = 16.$7 LONGEST FLpWPATH FROM NODE 300.00 TO NODE 340.40 = 180a.80 FEET. *++**�****+t*+�y**f+*+*++*++++*++*+**,r�x�*���ta*�w�r+*+*******r+*****+.t+t��rr* . FLOW PROCESS FROM NODE 300.40 TO NODE 340.42 IS CODE = 31 i -----------------�-----------------------------_---------------------------- »»>COMPi.T'i'E PIP�- FLQW TRAVEL TIME T'HRU SUBAREA««< » » >USING COMPUTER-ESTIMP.TED PIPESIZE [NON-PRESSURE FLOW}� « « ----_____--_------------------------------------------------------------------ EF.,EVAi`ION DATA : UPS'i'REAiS { FEET j= 3 0 3. 7 2 D4WDISTREAi+i ( FEET j= 2 9 b. 9 6 Fi�OW LENG'f`H(FEET) = 2�1.75 MANidING'S N= O.Oi3 DEP'1'H OF FLpW �N 18.0 INCH P�PE �5 12.8 �NCHES PiPE-FLOW VEI,OCITY(FEET/SEC.) = 11.31 ESTIMATED PIPE DIAMETER(�i+}CH) = 1$.00 NUMBER OF PIPES = 1 P�PE-FLOW(CFSi = 15.25 PiPE TRAVEL TIME(MIN.) = 0.31 TCSMIN.} � 17.�8 LONGEST FLOWPATH FROM NODE 340.Oa TO NODE 304.42 = 2012.56 FEET. *�**�*v�.*+��t��+*+�.+*+*+.+++*��.*********,.*«�**.*�*+*�,...«*«*****.+*+«***+*� FI�OW PROCESS FRdM NOI?E 300.42 TO NODE 3Q0.42 IS CODE = 1 ---------------------------------------------------------------------------- » »>DESIGNA'i'E INDEPENDENT STREAM FOR CONFLUENCE« «< ----------------------------------�_--___--------------------------------------- -----------------------------------------------------------------_________�..�_ TOTAL t3UI�ER OF STREAh15 = 2 CpNFLiJENCE VALIJES USED FOR INDEPEFJDEN'i` STREP.M 1 ARE: TIME OF CONCENTRATION{MIN.) = 17.18 RAIfVFALL INTENSI`PY{INCH/HR) = 3.33 TOTAL STREAM AREA{ACRESi = 7.98 PEAK FLOW RA'I`E ( CFS ) Ai' CbNFLUFNCE = 15 . 25 +t+*++*++*+*****+.*xww,r*x**wx*,r+rw*i.*******tti.**+fr*�►ti*+�*rrrt*ss**�****ti**stwti FLOW PROCESS FROM NOAE 300.43 TO NODE 30D.44 IS CODE = 21 -----------------------------------------------.._--------------------------- »»>RATIOE3AL M�THOD INITIAi, Sl7BAREA ANAI.YSIS««< -----___--_------------------------------------------------------------------- ------------------------------_-_--__----__-_--_____---------------------------- . SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICTEN'P =.5500 SOIL CLASSIFICATION IS 'D" S.C.S. CLiRVE 1VUMBEit (AMC IIj = 88 INITIAL SUBAREA FLOW-LENG'I`H = 140.00 UPSTREAI�4 ELEVATION = 341.30 DOWI3STREAM ELEVATION = 339.90 ELEVATION DIF�'ERENCE = 1.40 - URB�.AI3 SLTBAREA OVERLR3ID TIME OF FLOW ( MIN[7TES )= 11 . 714 100 YEAR RAINFALL INTENS�'F`Y ( INCH/HOiiR} - A. 250 Si7SAREA RUNOFF(CFS) = 0.63 TOTAL AREAIACRES} - Q.27 TOTAL RUNpFFfCF5) = 0.63 ****++*�,rx***++***�**+*��+++�*+�++wv.,rw�v.***�+�+tff*+++t**w******a*+*r****�*� FLOW PROCESS FROM NODE 30D.44 TQ NODE 300.45 I5 CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW 'iRAVEL TIME THRU SUBAREA« «< »»> ( S7'REE'f' TABLE SECTION # 1 USED i««< ----------------------------------------------------------------------------- ---_---_-----------------------------------------------------------__---------- UPSTI�EAM ELEVATION(FEET) = 337.15 DOWNSTREAM Ei,EVA'I`IONIFEET) = 303.00 STREET LENGTH(FEET) = 535.00 CURB HEIGHT(INCHES} - 6.0 STAEE'F HALFWIDTH{FEET] = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBAEAK(FEET) _].5.00 INSIBE S'i'REET CROSSFALi�iDECIi�7AI�} = 0.020 OUTSID� STREST CR05SFALLfDECI2hAL) = 0.020 SPECIFIEI} NUriBER OF HAT�FSTREE`PS CARRYTNG RLiNOFF = 3 STREET PARKWAY CROSSFALL(DECI�+SAL1 = O.D20 Manning's FRIC'1'ION FACTpR �or Streetflow Section(curb-to-curb} - 0.0174 Manning's FRIC'T`IOI3 FACTOR for Back-of-Walk Flow Section = fl.0149 r1 �J . **'iRAVEL TI[�4E- COMPi}'TED USIidG ESTIMATEp FLOW {CF5) = 2. 52 STREETFLOW t�40DEL RESULTS USING ESTINiATEi7 FLOW: STAEET FLOW DEP'I'H ( FEE'I' �= 0. 27 HALFS`PREET FL00� WIDTH(FEET} - 6.96 AVERAGE F�OW VELOCITY(FEET/SEC.i = 4.�$ PRdDUCT OF DEPTH&VELOCI'f'Y(FT*FT/SEC.) = l.11 STREE'f` FLOW TRAVEL TIME(MIN.� = 2.�3 TcIMIN.) = 13.85 100 YEAR RAINFALL INTENSITY(xNCH/HOUA) � 3.829 SII�GLE FAM�LY DEVELOPMENT RUNOFF COEFFICTENT =.5500 SOIL CLASSEFICATION IS "D' S.C.S. CURVE NUMBER iAMC Iij = 8B SUBAREA AREA(ACRES} = 1.79 SUBAREA RI3NOFF(CFSy = 3.77 TOTAL AR�A(ACFLESI = 2.Ob PEAK FLOW RATE{CF'S) = 4.40 END OF SUBAREA S'I'REET FLOW HYDRAULICS: DEPTH(FEETj = 0.31 HALFSTREET FLOOD WII7TH(FEET) = 9.01 FLOW VELOCITY(PEET/SEC.) = 4.73 DEPTH*VELOCITYfFT*ET/SEC.j = 1.45 LdNGES� FLOWPATH FROM NODE 300.43 TO NODE 300.45 = 675.0p FEET. **..***..***+*#��#ww.+�*+3tf+**.�.+*��**+***«*****,.....*******+**v.#***+++�.*+** FLOW PROCESS FROM i�70DE 300.45 'Pd NODE 300.48 IS CODE = 62 -----------------------------------------------------------____--------------- »»>COMPUTE STREET FLOW TRAVEE, TIME THRU SUBAREA« «< »»> (S'FREET `i'ABLE SECTION # 1 [JSED) ««< UPSTREAMTELEVATIQNiFEET) = 3fl3.00 DOWN53'RF.AM ELEVATION(FEE`F) = 296.96 STREE'I' LENGTHIFEET) = 175.70 CLTRB HEIGHT(INCHES} = 6.0 STREET HALFWID�'HSFEET} = 20.OD DISTANCE FROM CROWN TO CR4S5FALL GRADEBREAK{FEET) = 15.D0 • INSIDE S'i'REET CRdSSEALL(DECI�iAi�) = -O.D20 OiFI'SIDE STREET CROSSFALL(DECIMAL) 0.02� SPECIFIED NUMBER OF HALFS'i`f2EETS CARRYING RfJNOFF = 1 STREE'I' PARKWAY CR45SFALL(DECIP4AL) = D.02D Manning's FRICTION FACTOR for Streetf�ow Sectionscurb-to-curb? = 0.0170 Manning's FRICTIdN FACTOR for Back-of-Walk Flow Section = O.Q149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.$b STREETFLOW MODEL f2ESULTS USI[dG ESTIMATEA FLOW: S'�REET F'LOW DEPTH ( FEET )= 0. 3 7 HAi,FSTA£ET FLOOD WIDTH(FEET) = 12.41 AVERAGE FLOW VELOCITY(FEE`f'/S�C.) = 4.14 PRODUCT OF DEPTH&VELOCITY{pT*FT/SEC.} = 1.55 STREET FLOW TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 14.56 lOQ YEAR RAINFP.I,L INTENSITY(TNCH/HOL1fi} = 3.703 SING�,E FAMILX DEVELOPMENT RUNpFF COEFFICIENT =.5500 SOIL CLA55IFICA�'ION TS "D" S.C.S. CURVE N[JMBER (AMC I1) = 88 SUBAREA AREA(ACRES) = 2.42 SUBAREA R�TNOFF{CFS) = A.93 TOTAL ARFA(ACRES) = 4.48 PEAK FLOW RATE{CFS) = 4.33 EN}] OF SUBARF.A STREET FLOW HYDRAULICS: DEPTHIFEET} = p.91 HAL�FSTREET FLOOD W�DTH[FEET} = 14.05 FLOW VELOCITX(FEET/SEC.) = 4.46 DEPTH*VELOCITY(FT*�'T/SEC.j = 1.82 LQNGES'F FLOWPA`I'H FROM NODE 300.43 TO NpDE 344.4$ = 850.70 FEET. ��t+.�..+.*�*�.***.*******..**********,,.*+��+*+���...���******«�+**��«�.,,,..** F'LOW PROCESS FROM NODE 300.A6 TO I�OD� 300.92 IS CODE = 31 ------------------------------------------------___-------------------------- • »»>COMPU'�'E PIPE-FLOW TRAVEL TIME THRU SUBAREA««< � -_ » » >USTNG-COMPUTER-ESTIMATED-PIPESIZE'(NON=PRESSURE-FLOW} « « <-----y---'J ELEVATiON DATA: UPSTREAM(FEETi = 296.9fi LK}q�NSTREAM(FEETf = 296.50 FLOW LFNGTH ( FEET �= 22 . 3 0 MP.Diid3NG ' S N = 0. 013 DEPTH OF FLOW IiQ 16.0 INCH PIPE IS 10.6 FNCHES PIPE-PLOW VELOCITY(FE�'I'/SEC.) = 8.62 ESTIZ+SP,T�D PIPE DIAl4E'iER(INCH) � 18.00 NUMBE42 OF PIPES = 1 PiPE-FLOW(CFS) = 9.33 PIPE TRAVEL TXi+fElMIN.} = 0.04 TC(MTN.} = 14.60 LONGEST FLQWPATH FROM NODE 300.43 TO I30DE 300.42 = 873.OQ FEET. . � ** *** #tktt'k4 t# i *i#YrYrYr* * **# �Y� *Y�#t k Y* * i f f # #ti�lYr'k * * * *Y� ir * *** * * i'k# t'k�Y' #ty * f Yi Y*?!#t FLOW PROCESS FRQM NOAE 300.42 TQ NODE 300.42 IS CODE = 1 »»>DESIGNA'i'E INDEPEi1D�NT S'I'REAA4 FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS C013FLUENCED STREAt+] VALUES««< TOTAL NUMBER OF S'PREAN3S = 2 C013F'LLTENCE VALLTES US�D FOR INDEPENDENT 5'I'REAM 2 ARE : TI3�iE QF C0�3CE�PP'RA'i'�ONii�'fI?�F- 1= 14 .60 RAiNFALL INTE�i51TY(INCH/HR} = 3.70 TOTAL STAEAi�S AREA ( ACRES )_, 4. 4$ � PEAK FLOW RATE(CFS} AT CONFLUEi�iCE = 9.33 * " CO�IFLUENCE DATA * * Si'REAM RUNOFF Tc IN�`ENSITY AREA NTJMBER (CFS) {MIN. j {Ii�1CIi/HOUR) (ACitEj 1 15.25 17.16 3.327 7.98 2 9.33 14.60 3.696 4.4B RAINFALL INTENSxTY A3dD TIME OF CONCENTRATION RA7'TO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STRF.AM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.j {�NCH/HOUR) 1 23.05 14.60 3.596 2 23.55 17.18 3.327 COMPUTED CbNFL,UENCE ESTIMATES ARE AS FOLLOWS: PEAK FE,OW RATE{CFSj = 23.65 Tc{MII3.} - �p,�, ,��{ACRES} = 12.k6 LONGEST FLOWPA'i'H FROM NODE 300.00 TQ NODE 17.18 300.42 = 2012.56 FEE'i. **.*„***.+i++*r+ft*ttt*+*++****..«�r�,.****+++*��*f*++�**.«�**********++wr+t+ FLOW PROCE55 FROM NODE 340.42 `£0 NODE 300.42 IS COQE = 10 »»>MAIN-STREAM MEMQRY COPIED ON'I`0 MEMpRY BANK # 1 �«« x*+**+ti.*a*tt+***awa*�***,o-w*�x++*+*+�+i.*i�����r+t*a*�***+*+t++irr*+**trtr*+arwx FLOW PitOCESS FROM NODE 30D.60 T4 130T7E 600.51 IS CODE = 21 ---------------------------------------------------------------------------- » »>RATIONAL METHOD ENITIAL SUBAREA ANALYSISa« « ---------------- SINGLE FAMTLY DEVELOPMENT RUNOFE COEFFICIEI3T =.5500 SOIL CLASSIFTCATION 3S "D' S. C. S. CiTRVE NUMBER { p,MC I I} = B 6 I�IITIAi, SEJBAREA FLOW-LENGTH = 120.00 iiPSTAEAM ELEVA'Y'IOAi = 354.70 DOWNSTREAM ELE'�IATION = 353.50 B � ELEVA�ION DIFFERE�CE = 1.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINLT7'E5) _ 140 YEAR RAINFALL TN'i'EI+�SITY ( INCH/HOURy = 4. 477 SUBAREA RUNOFF{CF5) = 0.74 'FpTAI, AREA{ACRES) = D.3Q TOTAL RUNOFF(CFS} f 1 � C J in.a�5 = 0.74 'k V' * *t�k�! t*'k1r1� Y� * *f *i**ti Y#t t***k * �r ** tk * * ** * * *** 1 t tti#*'kYr�l'Yr iF Yr** * iF * **'kY�# * 1 Yf # #Y#* # FI,OW PROCESS FROM NpDE 300.b1 TO NODE 300.62 IS COQE = 62 »»>CON3PUTE STREET PLOW TRAVEL TIME TIiRU SUBAREA«<¢< »»> ( STREET TASLE S�CTION # 1 TJSED) ««< --------------------------------------- UPSTREAM ELEVATION(FEET} = 3$1.38 DOWNSTREAM ELEVATION(FEET) = 342.65 STREET LENGTHfFEE'F) = 250.00 C(JRB HEIGHT(INCHES} = 6.0 S'I`REET HAi.�FWIDTH(FEET) = 26.00 �ISTANCE FROM CftOWN TO CROSSFAi�L GRADEBRF.AK(FEET} -��.00 INSIDE STREET Cit055FALLLDECIMAL) = D.024 OUTS�DE STREET CROSSFALL(DECIMAi�) = 0.024 SPECIFIED NUMBER OF HAI�FSTREETS CARRYENG RUNdFF = 1 STREET PARKWAY CROSSFALL(DECIM.�L1 = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curbi = 0.4170 Manni.ng's FRICTION FACTOR for Back-of-Walk Flaw 5ection = 0.0149 **TRAVEL TIME COMPVPED USING ESTIMATED FLOW(CFS� _ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STR�ET FLOW DEPTi-I(FEETi = 0.24 HALFSTREET FLOOD WID`I`H(FEET) = 5.73 AVERAGE FE,OW VELOCi'1'Y(FEET/SEC. ) = 2.87 PRpDUC�` dF DEPTH�VELOCITY{F`i`*FT/SEC.1 = 0.59 Si'REET FLOW TRAVEL TIME{MIfV. }= 1.45 TC fMI23. )= 12.29 lOp YEAR RAINFALL ENTENSI'I'YfINCH/HOUR1 = A.129 SiNGLE FAMILY DEVELdP�fEIV'L` R13i�IOFF COEFFICIENT =.5500 503L CLASSIFICA'i`IOid IS "�1" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES� = 4.46 SUSAREA RUNpFFICFS} _ TOTAL AREAfACFtE51 = 0.78 PEAK FLOW RATEICFS) = 1.28 ]..09 1.83 END QF 5[FBAREA ST�ET FT,OW HYDRAULICS: DEPTH ( FEET} = 0. 26 HAI�F'S`i`REET FLOOD WIDTH (FEET) = 6. 90 FLOW VELOCITY{FEET/SEC. j= 3.0? DEP'I'H*VEE�OCI'i'Y(FT*F'f'/SEC. }= 0.81 LONGEST FLOWPATH FROM NODE 300.60 TO NpDE 300.62 = 370.00 FEET. if �'1 # f i #t t* * * *i� #i�i'kliYY'Y'* it*t** � 1t**** �FYr** *+t't"k 1 *it*� **iF #'k * *+} *'t *rt y k *� t1t*** *iF * FLOW PROCESS FitOM NODE 30D.52 TO NQDE 340.63 IS CODE = 62 ---------------------------------------------------------------------------- »»>CON5Pl3TE STREET FL�W TRAVEL T�ME THRU SUBAREA««< » »>(STREET TABLE SECT�ON # � USED) « « � --------_------------------_ UPSTREAkf EL�[/A`d'IONiFEET) = 342.55 DOWNSTREP.M ELEVATION;FEETj = 337.40 STREET LEI3G'THIF£ET) = 460.80 CURB HEIGHT(INCHES) = 6.0 STREET HALFWiI7`i`H(FEETj = 20.00 DISTANCE FROI�4 CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.D0 I�ISIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CFtOSSFALL(DECIMAL} = 0.020 SPECTFIED NUMBER pF HALFSTREETS CARRYING ftUNOFF = 1 STREET PARKWAY CROSSFALLIDECIMAL) = O.D20 Manning's FRICTZON FACTOR for Streetflow Section(curb-�o-curb� = 0.0170 r � LJ � �J i Manning's FAICT�ON FACTOR for Back-of-Walk Flow Section = **`PRAVEL TIME COMPUTEI] USTNG ESTTMATED FLQW(CFS} � STREETFLOW MODEL RE5ULT5 USING ESTIiy3ATSD FLOW: STREET FLOW DEPTH[FEET) = 0.37 uAr,FSTREET FLOOD WIDTH(FEET) = 12.12 AVERAGE FLOW VELOCITY{FEET/SEC.} = 2.34 PRODUCT OF DEPTH&VELOCI'I'Y(FT�`FT/SEC.) = 0.86 STREET FLOW TRAVEL TIME(MIN.) = 3.2$ Tc{MIN.) = 15.57 100 YEAR RATNF'ALL IDi`I'ENSITY ( INCH/HOUR) = 3. 545 SINGLE FAMILY T�EVELOPN3ENT RUNOFF COEFFiCIENT =.5500 SaIL CLASSIFICATiQN IS "D' S.C.S. CURVE I3CIMBER (A�3C II} = 88 SUBAREA AREA(ACRES} = 1.93 SUBARF.A RiJNOFF{CFSj = TOTAL AREA(ACRES) = 2.71 PEAK FLOW F�ATE(CFS) _ 0.0149 3.72 3.76 5.59 END pF SUBAREA STREET FLOW HYDRAULICS: DEP'T'H(FEET) = Q.41 HALFSTREET FLOOD WIDTH{FEETj = 14.29 FLOW VELOCiTY(FEET/SEC.) = 2.59 DEPTH*VELOCITY(FT*FT/SEC.) = 1.D7 LONGEST FLOWPATH FROM NODE 300.60 TO NODE 300.63 = 83D.$0 FEET. ,rwt++******w******w**++**+*****r******�**+k*:****+++r**wx**********arw**rt** FLOW PROCESS FRpM NODE 30D.63 TO NODE 300.64 IS CODE � 51 »»>COMPi3'I'E TRAPEZOIDAL CHANNEL FLOW««< » » >TRAVELTIME THRU SUBAREA (FXZSTING ELEMEDTT} «« < ---------------------------------------------------- _ ELEVATIOI+I DA7'A: UPSTREAM(�'EE'P) = 337.40 DOWNSTRFAM(FEETj 334.50 CHANNEL J�ENG'T'H THRU SUBAREA(FEET} � 79.50 CHANNEL SL4PE = 0.03b5 CHANI3EL BASE(FEET} - 0.00 'Z" FACTOR = 66.660 �I.�NNING' S FACTOR = 4. 415 MA7{Ii�TUM DEP`PH (FEET] = 1.00 CHANNEL FLQW THRU SiTBAREA(CFS} - 5.59 FLOW VELOCTTY(FEET/SEC) = 3.47 FLpW DEPTH(FEET} - D.16 TR7�VEL TIME(MIN.} - Q.3$ TcSMZN.) = 15.95 LONGEST F�,OWPATH FROM NODE 300.b� TO NQDE 300.64 = 910.30 FEET. **t+�****w�****w*�r*+++**�f**r**t**x�*****�v�f�*�tt*++*******�*+w�w,r�*t*t****** FLdW PROCESS FROM NODE 30D.64 'Z'0 NODE 304.65 IS CODE = 31 ------------------------------------------------------------------------------ »»>COMPLTFE PIPE-FLOW TIiAVEL TIME THRU SUBAREA««< y»»USIiQG CQMPUTER-ESTIMATED PIPESTZE {NO3d-PRESSURE FLOW} ««< ------------------r------------��_-------- -----------_--_ ELEVATION DATA: UPSTREAM(FEET) = 334.50 DOWNSTREAM(FEET) = 334.06 FLOW LENGTH(FEETj = 22.25 MANNII3G'S Di = 0.013 �STIMATED PIPE BIAMETER(INCH) INCREASED TO 18.040 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.9 INCHES PIP�-FLOW VELOCI'I'Y{FEET/SEC.? = 7.48 ESTTMATED PIPE DZAMETER(INCH) = 1$.00 NLTMBER OF PIPES = 1 PTPE-Fi,OW(CFS? = 5.59 PIPE TRAVEL TIME{MIN.) = O.Q5 'i`c{MIN.) = 16.00 LONGEST FLOWPA'I'H FRQM NODE 300.64 TO NODE 300.b5 = 932.55 FEET. ***} ** *'� W i� t* *** �k f * * *iri* ** } *1k'ttt i"k �' W �k**1� #**** * 1r * * ** *#'k':'+e'� f +******** ***# *##+�' 1'*# FLOW PROCESS FROM NODE 300.55 TO NODE 340.65 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORX COPIED ONTO MEMORY BP.NK # 2 ««< ***+*****�+�rw+*****+a*******+**+*+t��***+�rx*x*�a*+i.*�f�*�+*,�*�*f**+++***+x�* FLOW PRQCESS FROM NOI3E 901 . QO 'T'O NODE 901. 10 IS CODE = 21 � '- » » >RATIONAL,-METHOD-INITIAL-SUBAREA-ANALYSIS« « <------------------------ RURAL DEVELOPbfFNT RUNOFF COEFFICIENP = .454Q SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 IfiIT2AL SUBAREA FLdW-LENGTH = 450.�4 LFPSTREAM ELEVATIDN = 370.00 DUWi�ISTREAM ELEIIATION = 349.00 ELEVATIQN DIFFERENCE = 21.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTESi = ]4.853 *CAUTION: SUSAREA SL(}PE EXCEEDS COUN'fY NOMOGRAPH DEFI[�iI'i'ION. EXTRAPOLATION OF b30MOGRApH USED. 100 YEAR RAINFALL INTENSITY(YNCH/HOURj = 3.655 SUBAREA RUI30FF(CF51 = 5.76 `i`OTAL AREA(ACRESi = 3.50 TOTAL RUNOF�'(CFS} - 5.76 ♦** Yi*t#Yrk Y�' *# **#i#M' i #*t** * *** iFYrk f Yr iFA R** *Yr *ttf *� YY ttf t!*'k'i1riA'� *YrYr Yr * * * ** * ******i FLOW PROCESS FROM NODE 901.1a TO NflDE 300.70 I5 CODE = 31 -------------------------------------___--_--------------------------_-_------ »»>COI�4PUTE PIPE-FLOW TRAVEL TEME TH}2U SUSAREA««< »»>USIidG COMPUTER-ESTIMATED PIPESIZE (1�iON-PRESSURE FLOW) ««< ------------------------------------------------- ELEVATION i]ATA: UPSTREAM(FEET) = 349.00 DOWNSTRFAM(F'EET} = 347.00 FLOW L�'NGTH(FEET} = 150.Q4 MANNII3G'S N= O.D13 ESTIMATEb PIPE D�AMETER(INCH) iNCitEASED TO 18.Oa0 DEPTH dF FLOW IN ia.a INCH PTPE �S 9.4 I3�7CHES PIPE-FLOW VEiOCITY{FEET/SEC.) = 6.5D ESTIMA'f`ED PIPE DIAMETER(I�iCH) = 1$.00 NU�ER OF PIPES = 1 PIPE-FLOW(CFS) = 5.76 PIPE TRAVEL 'f`IME (MIN. ? = D.38 'I`c (MIN. ) _ �5.24 . LONGES'i' FLOWPATH FROM N4DE 901.00 TO NODE 300.70 = 600.00 FEET. *wk*��**��*v.itit*++++*..�«**�*+,r**+*�*�*.��.*+****,..,****,r***v�*,.,r+*+****+*»*.�� FLOW PROCESS FROiy] NODE 300.70 TO NODE 300.70 IS CODE = 1 --------------------------------------___--------------_-_--_----------------- » »>DESTGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < TOTAI�J�i[TMBER OF STREAMS = 2 CONFLL3ENCE VALUES USED FOR INDEPENDEN'i' STREAM 1 AR.E: T�ME OF CONCENTRATION(MIN.) � 15.24 RAZNFALL INTENSITY(INCH/HR) = 3.60 TOTAL STREAr3 AREA(ACRESj = 3.50 PEAIC FLOW RATE{CFS) AT CONFLUEDiCE = 5.76 i.+++r�rr++*ar*r,rw+*****+�++w+�+**x**rt+ft*+*�***+i.+**+*rttt***rt**,r,r,r,r*t,t*,rw*♦ FLQW PROCESS FROM NODE 30d.71 TO NODE 300.72 I5 CODE = 21 ------------------------------------------------------------------------------ » » >RATIONAL METHOD INITIAL SUBAREA ANALXSIS« «< SINGLE FAMILX DEVELOPMENT RiTNOFF COEFFICIEN'I` _.5540 SOZL CLASSIFZCA'i'iQN IS "D' S.C.S. CCTRVE FFUMBER (AMC IIf = SB iN�TIAL SUBAREA FLOW-LENGTH = 11B.00 ` UPSTREAM ELEVATiON = 358.40 DOWNSTREAM ELEVA'FION = 357.22 ELEVATIOI+I DIFFERF�fiCE = 1.18 URBAN SUBAREA OVERLANI} T�ME OF FLOW[MINUTES} = 10.754 104 YEAR 4ZAI�IFALL �Ni`ENSITY ( IPICI-I/HOUR} = 4. 5D2 SUHAREA RUNOFFfCF5) = D.SD TO`i'AL AREA(ACRE5) = 0.20 TOTAL RUNOFF{CFSj - 0.50 • � � * f i Y i i � 4 * W � Y f t * * k * * * k * i i # f # * # � * # * # # # Y f 1 t * * * * f * * * * * M * * * t t * Y * i t t t * * * * * * * * * * f * * FLOW PROCESS FROM NODE 300.72 TO NODE 300.73 IS CODE = 62 »»>COMPUTE STREET FLOW TRAV�L TxME THRU SUBAREA« «< » » >ISTREET TABLE SECTION # 1 USED} « « < ---------------------------------------------__-___ UPSTREAM ELEVATION(FE�T) = 356.29 DC?WNS'f'RE.AM ELEVATIOi�I(FEET} = 354.29 STR�E7' LENGTH(FEET) = 12k.00 CURB HEIGH'i'IINCHES) = b.0 STREET I-TAL�'WIT7PH { FEET }= 2 0. 0 0 DISTANCE FROM CROWN Td CROSSFALL GRADEBREAKIFEET) _�5.00 INSIDE STREET CROSSFALL{DECIMRI,} = 4.020 OUTSIDE STREET CROSSFALL{DECIMAL} = 0.020 SPEC?FIED 2�iUMBER OF HAI�FSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLiDECIMAL) = 0.02D Manning's FRICTION FACTOR for Streetflow Seetion{curb-to-curb) = 4.0170 Manning's FRICTION FACTOR for Back-of-Walk Flow 5ection = O.OlA9 �"'TRAVEL TIME COP'FPUTED USING ESTIMATED FLOW{CF5} = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW AEPTH(FEET} = p.21 I-EALFSTREE'i` FLOOD WID'E`H(FEE'E`) = 4.21 AVERAGE FLOW VELOCI'PY{FEET/SEC.} � 3.17 PRdDUCT OF DEPTH&VELOCITY(F'i'*FT/SEC_? = 0.67 STREET FLOW 'i'RAVEL TIME{MIN.} - 0.65 Tc(MIN.j = 1J..41 100 YEAR RAINFALL IId'T'ENSITY ( INCH/HO�1R} = 4.334 SINGLE FAMILY DEVELOP4iENfi Ri7PI0FF COEFFICIENT =.554D SOIL CLASSIFTCATION IS 'D' S.C.S. CURVE NUMBER (AMC I11 = 88 � S[3BAREA AREA(ACRES} - Q.37 SUSAREA AUNOFF{CFSi = TOTAL AREA(ACRES) = 0.57 PEAK FLOW RATE(CFS) _ 0.94 0.88 1.3B END OF SUBAREA STREE'i` FLOW HYDRAULICS: DEPTH(FEET) = 0.24 FiAL�FSTREET FLOOD WIDTH(FEETi = 5.44 FLOW VELOCITY(FEET/SEC.) = 3.33 DEPTIi"VELOCITY(FT*FT/SEC.) = 0.78 LOAIGEST FLOWPATH FROM NODE 3 0 0. 71 'I`O AIODE 3 0 0. 7 3 = 2 42 . 0 0 FEET . �t**+*�*��x**+�.�.�**.���**t*+.x�***+**�w*�.+++..*****�*+*++t*�*++**�*«,.,.�,.** FLOW PROCESS FROM NODE 300.73 Tp NODE 300.70 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL 'iiME THRU SUBAREA«« < »»> (STR�E'F TABLE SEC'I'ION # 1 USED) ««< ------�------------------------_------- --------------_�- UPSTREAM ELEVATION{FEET} � 350.29 DOW2�iSTREAM ELEVATION(EEET) = 344.13 STREET LENGTH{FEET} - 415.60 CURB HEIGHTIINCHES) = 6.0 STREET HALFWII?THIFEET) = 20.D0 A�Si`ANCE FROM CROWN TO CROSSFALL GRP.DEBREAKIFEET) = 15.44 INSIDE STREE`F CROSSFAi�L(DECIMAL} = 0.p20 OUTSIDE STREET CROSSF'ALLfDECIMAL) - d.020 SPECTFIED NUMBER OF HALFSTREE'I`S CARRYiNG RU230PF = 1 Si'REE`I' PARKWAY CROSSFALL(DECIMP.L} = 0.020 Manning's FRICTION FACTOR for Streetfiow SectionScurb-to-curb) - Q.0170 Manning's FRICTION FACTOR far Back-of-Walk �'low Section = 0.0�49 **TRAVEL TIME COi�iPUTED USING ESTIi�IATED FLOW(CFS) = 2.45 STREETFLpW MODEL RESULTS iTSING ESTIMATED FLOW: STREET FLOW DEPTH(FEETj = D.32 � HALFSTREET FLOOD WID`i'I-I(FEETj = 9.60 � AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.36 PRODUCT OF DEPTH&VELOCITYLFT*FT/SEC.) = 0.75 STREET FLOW TRAVEL TIME(MIN.) = 2.94 Tc{MIN.j = 14.35 100 YEAR RAINFALL INTENSITY{IA3CH/HOT3R} = 3.738 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIEiJT =.5500 SOIL C%ASSIFICATIOi3 IS 'D' S. C. S. Ci3RVE N[JMBER ( AMC I I} = 8 8 gL7gpRFA pRF� {ACR�S 1= 1. 04 SiTBAREA RUNOFF (CF'S i= TOTAL AREAIACRES) = 1.61 PEAK FLQW RATE{CFS) _ 2.14 3.52 E4iD OF SUBAREA STREET PLOW HYDRAULICS: ?]EPTFi ( FEET )= 0. 3 5 HALFSTREE"I' FLOOD WIDTH ( FEET )= 11 . 1 B � FLOW VELOC�TY(FEET/SEC.) = 2.57 DEPTH*VELOCX'T`Y(F3'*FT/SEC.} = Q.90 LOI3GE5T FLOWPATH FROM NQDE 300.71 TO DIODE 300.70 = 657.60 FEET. ♦i�x*++rf*++�+**i.w*r++*,rwwwx*i.i.*t*+vr***f++t+*rwi�***+**r++*t***+t*+*,t�*,t�v.*+*+ FLOW PROCESS �'ROM NODE 300.7d TO NODE 300.70 IS CODE = 1 `+»»>DESIGT+IA'T'E INDEPENDEN'f` STItEAM FOR CONFLUF.I�7CE««< »»>AND COM�UTE VARIOUS CdNF'LiTENCED STREAM VALUES«t« TOTAL NUMSEFi OF STREAMS � 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF C4NC�'I'RATION{��N.} = 14.35 RAINFAE,L �NTENSITY(INCH/HR) = 3.74 TOTAL STREAM AREA(ACRES} � 1.61 PEAK FLOW RA?`E(CFSj AT CON�'LUENCE = 3.52 ; * CONF3.�UE�[�iCE DATA * * STREAM RETNOFF TC INT�75I'FY AREA � NUMBER (CFS} (MI�1.1 (INCH/HOUR) {ACRE� 1 5.76 15.24 3.595 3.50 2 3.52 I4.35 3.738 1.61 RAINFALL INTENSITY AND TIkSE QF CONCENTRATION RAi`FO CONFLi)ENCE FORMULA iJSED FOR 2 STREAMS. ** PEAK FIAW RATE TABLE ** STREAM RUNOFF TC 3NTENSFTY N(JMBER {CFS) (MIN.) (INCH/HOUR} 1 9. f}5 14. 35 3.738 2 9.�4 � 15 . 24 3. 5�35 • COMPU'F'EB CONFLUENCE ESTIMA�ES ARE AS FOLLOWS: PEP.K FLOW RATE{CFS? = 9.14 TC([�4IN. i= �rOTAL AREA(ACRES} = 5.11 LpNGEST FLOWPATH FROM NODE 300.71 TO NODE 15.24 340.70 = 657.60 FEET. *+t:r�*t*t+r*��i.*++�*+�*�++*rt+.*x*w�+*t+**+t*+*****.*w�+�*+++tt******i.*+r*yrtr+• FLOW PROC�SS FROM i�iODE 300.70 TO NODE 300.65 IS CODE = 31 ^ »»>COMPUTE PIPE-FLAW 'i'RAVEL 'i`IMB 'I'iiRU SUBAREA««< »»>USING Cbi�7PU'I'ER-EST�MATED PFPESTZE ([dON-PRE55URE FLOWj ««< , ___________________--_ __--- -----------_--_------------ ELE�ATION DATA: UPSTitEAM(FEET} = 344.13 DOWNSTREAM{FEET) = 334.5Q FLOW LEPIG'FH ( FEET) = 202 . 00 MANNING' S P1 = 0. 013 ES'£IMA'1'ED PIPE DIP.MET�R(INCH) INCREASED TO 18.000 DEP`iH OF FLOW IN 18.0 TNCH PIPE I5 8.1 INCHES PIPE-FLpW VELOCITY(FEET/SEC.) = 1�.77 EST�MATED PiPE DIAMETER(INCH) = 18.00 NUMBEA OF PIPES = 1 PIPE-FLOW(CFSJ = 9.14 � PIPE TRAVEL TIME(MIN.j = �.29 TcfMIN.� = 15.52 LONGEST FLOWPATH FRQM NOQE 300.71 TO NODE 300.65 = 859.60 FEET. t * * * * ! * * * * � 4 � * t � i * * * * � # # * � # i # * * * i t * * * * * * } # * � � # # y * t Y t * * * * * * * * * t * W � � t * f * t t * * * * FLOW PROCESS FR4M NODE 300.55 'i`O NODE 300.65 I5 CODE = i1 »»>CONFLUENCE MEMORY BANK �k 2 WI'i'H THE MAIN-STREAM MEMORY««� * * [�4AIN STREAM CONFLi7�'NCE DATA * * STREAIF RUNOFF TC INT�TSITY AREA NU3�SBER [CFSi (MIN. j {INCii/HOLTR} (ACREj 1 9.14 15.52 3.553 5.11 F�ONGEST FLOWPATH FROM NODE 3D0.71 TO NODE 300.65 = 859.6a FEET. ** MEMOftY BA2�K # 2 CONFLUENCE DATA ** STREAM RUI3QFF TC INTENSiTY AREA NUMBER SCFS? {MIN.) {II�CH/HOUR) (AC1�E1 1 5.59 16.Dp 3.4$3 2.71 LOidGEST FLQWPATH FROM NODE 300.60 TO NOAE 344.65 = 932.55 FEET. * * PEAK FLOW FtATE `f`ABLE * * STREAi+] RUNOFF TC iN'i'ENSITY NUMBER ICFS) (MTN.� (INCH/HOUR) 1 14.62 15.52 3.553 2 14.55 16.00 3.483 COMPUTED CONFLUENCE ESTIMAT£S ARE AS FOI,LOWS: PEAK FLOW RATE{CFSj = 14.62 TCIMIN.} = 15.52 TOTAL AREA{ACRE5) � 7.$2 � +*****�***w.tt***�«****+**�,.ttt�*******++***«w.�++t*********+v�.r�++++**�*�** FLOW PROCESS FROM NODE 300.55 i0 NODE 300.65 FS CODE = 1 --------_------------------------------------____----------------------------- »»>DESTGNA'i`E I�IDEPENAENT STREAM FOR CONFLUENCE««� TOTALJNUMBER OF STREADSS = 2 CONFLU�ICE VALUES USBA FOR INDEPENDENT STREAM 1 ARE: TIME OF COI3CENTRATION(N3IN. ) = 15.52 RAINFALL II3'PENSITY ( INCH/}iR) = 3. 55 TOTAi� STREA�i AREA ( ACRES 1= 7. 8 2 PEAK FLQW RATE(CFSi A'F CONFLUENCE = 14.62 Y� *ii M i�'1'+' **#* ** iF # iF 4*#'Fi* *! Y Y* *'k k'k �k f fr *Yr* #* i i Y! Y#t*** # i� i�i*# *'1'Y Y Ytf ***iA'Yr Yr* **#*{'ti' FLOW PROCESS FROM NODE 300.76 'i'O NODE 30Q.77 3S CODE = 21 Y»»>RATIONAL ME`i'HOD INITIAL SUBAREA ANALY5I5««< --------------------------------__--_ ROADi�RD SURFACE) COVER REFi30FF COEFFiCIFNT =.9500 SOIL CLASSIFICATIQN IS 'D' S_C.S. CURVE NETMBEA (AMC II) = 92 IDTITIAL SUBAREA FIAW-LENGTH = 389.00 CIPSTRF.AI�f ELEVATION = 370.00 bOWi�FSTREAM ELEVATION = 360.D0 ELEVATION DIFF�R�NCE = 1a.00 l3RBAA1 SUSAREA OVERLAND TIME OF F�ow f�r�trr�s 1= 3. 8 e7 *CAU'I'ION: SUBAREA SLQPE EXCEEDS COUNTY IVOMOGRAPH DEPINITION. EXTRAPOLATION OF NO�IOGRAPH USED. TIME OF CONCENTRATTON ASSUMED AS b-MINUTES 10D YEAR RAINFALL INTF1�iSI'I'Y(INCH/H4UR) = 6.559 � SUBAI3EA Ri]D30FF(CFS} = 1.74 � � • ++,�Y*+t+t*�*++.x+*�rw,r+*t***att**+*+*+*x,t+*i.�v��**i.a�*rt*t+*t**ar*++**+�*�+.**♦ FLOW PROCESS FROM NODE 30Q.77 TO PIQDE 300.78 IS CODE = 62 -----------------------------_________-----------------___________------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRi3 SUHAREA« «< » »>�STREET TABLE SECTION # 1 USEDj « « < -------------------------------------------__ UPSTREAM ELEVATION{FEET) = 360.00 DOWNSTREAM ELEVATIONfFEET} = 354.29 STREET E,FNGTH ( FEET }� 17 6. 6 0 CURH HEIGH'I' ( ZNCHES j= b. a STEtEET HALFWIDTH ( FEE."I') = 20 . 00 TOTAL AREA ( ACRE� )= a. 2 8 TOTAL RL7�+IOFF ( CFS f= 1. 7 4 DISTAi�ICE FROM CROWPI TO CROSSFALL GRADEBREAK(FEET} = 15.D0 INSIDE STREET CROSSFAZ,�.{DECI2+SAi�) = 0.020 OUTSIDE S'TREET CROSSFALL{DECIi+L�i.) = 0.02Q SPECIFIED AIiTMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECTMAI�} = 0.020 3+9anning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = O.D17Q Manning's FRICTION FACTOR for Back-of-Walk Flow Sectipn = 0.0149 **'i'i�AVEL TIME COMPUTED USING ESTIMATED FLQW(CFS} � STR.EETFLOW MODEL RESULTS USING ESTIMATED FLOW: S'TREST FLOW DEPTH ( PE�'T )= 0. 2 5 HALFSTREET FL00[] WTIYTI-f{FEET} - 6.32 AVERAGE FLOW VEL�OCI'TY(FEET/SEC.j = 3.76 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.95 S'TREE`i' FLOW TRAVEL 7'IME {MIN. i= 0. 78 'f'C (2+SIN. a= 6.78 100 YEAR RAINFALL IN'i'EN$ITY[INCH/HOUR) = 6.06� ROAD(HARD SURFACEj COVER RUNOFF COEFFICIEN'i' _.9500 SOIL CIsASSIFICATIO[�1 YS "D" S. C. S. CURVE Nii[�fBER { AMC I I 1 = 92 SiJSAREA AREA{ACRE51 = d.07 SUBAREA RUNOF�'(CFS? _ 7.'Q'I'AL AREA(ACRESy = 0.35 PEAK FLOW FATE(CFS? _ 1.95 0.40 2.15 END OF SUBAREA STREET FLOW HYQRAULiCS: DEPTH ( FEET f= 0. 2 6 HAT�FSTREET FLOOD WIDTH ( k'F�T } � 6. 6'1 FLpW VELOCI'I'Y(FEET/SEC. f= 3.81 DEPTii*VELOCI?'Y(FT*FT/SEC. }= p.99 LONGEST FLOWPATH FROM NOD� 300.7b TO NODE 30Q.7B = 565.60 FEET. *�r+*t*s*rt**+*w+x*++�*tw*w�r�r++�*fr*+*ttt*��*k�*t**++++*r+++**�*+.i.�**i.+*+t+y.♦ FLOW PROCE55 FAOM NODE 300.7$ TO NODE 300.75 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL 'FIt�SE 'i'HRU SUBAREA«<c< »»> (STREET TA9LE SECTIOI3 # � USED) ««< ------------------------------------- --__---------------- UPSTREAM ELSVATYON(FEET) = 35D.29 DOWNSTREAM ELEVA`i`ION(FEET) = 334.5D STREET LENGTH(FEET) = 680.70 CURB HEIGHT{INCHES) = 6.D STREET HALFWIDTHSFEET) = 20.OD DISTANCE �'ROM CR4WN TO CROSSFALL GRADEBREAK{FEET) = 15.00 II3SIDE STREET CR055FALL(DECIi�AL) = 0.020 OL7TSiDE S'i'REET CROSSFAE�L(DECIi�3.�I,} � 0.020 SPECIF'IED NUMBER QF HALFSTREETS CARRYING RUNQFF = 1 STREET PARKWAY CROSSFALi�(DECIMAI�) = 0.020 Mann�ng's FRIC'I'IQN FACT042 for Streetflow Section{curb-to-curbl = O.a170 Manning's FRIC'i'ION FACTOR for Back-of-Walk Flow Section = 0.0149 `*'F'RAVEL TIME COMPTI'i`ED USING ESTIMATED FLOW (CFS) = 2. 66 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: . S�REET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET} - 9.31 AVEFiAGE FLOW VELOCITY(FEET/SEC.j = 2.9� PRODUCT OE DEPTIi&VELOCITY(F'T*FT/SEC.} = 0.91 STREET FLOW TRAVEL TIME(MIN.} - 3.90 Tc{MIN.) = 10.69 100 YEAR RAIidF'ALL YN'FENSITY(INCH/HOURj = 4.520 ROAD{H,�Rp StJRFACE} COVER RL3�10FF COEFFICIENT =.950fl SOIL CLASSIFICATION IS "D" 5. C. S. CURVE I3[TMBER ( AMC I I i = 9 2 SUSAREA AAEA(ACRES} - 0.33 SLTBAREA RUNOFF(CFS? = 1.42 TO'I'AL AREA { ACRES }= 0. 6 8 PEAK FE�OW RATE ( CFS i= 3. 5 6 END OF $UBAREA STREET FLOW HYARAULICS: DEPTH(FEET? = 0.33 HALFSTREE'P FL�OD W�T?TH(FEETj = 10.24 FLOW VELOCI'FY(FEET/SEC.i = 3.05 AEPTH*VET,OCI'PY(FT*FT/SEC.i = Z.O1 LONGES'I' PLOWPATH FROM NODE 300.76 'i'0 NObE 300.7S = 1246.30 FEET. **x****+**�+*+rt++*t********x****,t*t**t*+**+�v.+*�>rs+++t**f***+++t+*tt+ttt*t FLOW PROCESS FROM NODE 300.75 TO NODE 300.65 IS CODE = 31 ----------------------------------------___--__------------------------------- »»>COMPi]TE PIPE-FLOW TRAVEL TI2+9E THRU SUSAI3EA««< »»>US�NG COMPUTER-ESTINSA'i'ED PIPESTZE (A30N-PRESSUAE FLOW) ««� � EL�lATION DATA: UPSTREP.i�S(FEET)�= ��334�50 DOWNS3'REAM(FEET) = 334.40 FLOW LENGTH ( FEET) = 5. 25 MAAI�TENG' S N= 0. 413 ESTIMATED PIPE DIAME'I'ER(INCH) INCREASED TO 18.000 bEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES PIPE-FLOW VELOCYTY(F�ET/SEC.j = 6.54 ESTIMATED PIPE DIAMETER(iNCH� = 18.00 NUMBER OF PIPES = ]. PIPE-FLOWiCFS} = 3.56 • PIPE TRAV£E, TIME(MEN. )= 0. 01 'i'c (MIN. j= 10.70 LpNGEST Fi�OWPATH FROM NODE 300.76 TO NdDE 3D0.65 = 1251.55 FEE'T'_ **f'* *1�'t Y�! # i** #**t �A' 1[ * hYrYr **Yr**#* * ***#'kt4*#'ktt #YiYt i�Y�#t# # t*�1[ �k �'***Yi # *** * *#* **** **'k* FLOW PROCESS FRQM NODE 300.65 'i'0 NODE 34D.65 YS�CODE = i ____--------------------------------------------------------------------..__-- »»>4?ESIGNATE INi3EPENDEI+PP STRE.�M F'OFt CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLiJF.i�ICED STREAM VALUES««< TOTAL N[FMSER OF S'FREAMS = 2 COAiFLUENCE VALUES USED FOR INDEPENDF�IT STREAi�4 2 ARE: TI3+IE OF CONCEE�i'I'RA'I'ION(MiN. ) = 10.70 . RAII3FALL INTENSITY ( INCH/Hit) = 4. 52 TOTAL STREAM AREA{ACRES) = 0.68 PEAK FLOW RATE(CF5} AT CONFLUEI3CE = 3.56 * * CONFLiTENCE DA`i`A � STREAM RUNQFF `�c INTENSITY A.REA NUMBER (CF5) {MIN.) (INCH/HOUR1 iACRE) 1 14.62 15.52 3.553 7.82 2 3.56 10.70 4.516 0.68 RAIIdFALL INTENSITY AND TIME OF CO�ICENTRATION RATIO COFiFLUENCE FORMULA USED FOR 2 STREAN3S . * * PEAIC FLOW RATE TABLE * * STREAM RUNbFF Tc II3'I'ENSITY I3iJMBER (CFSj (MIN.) (INCH/HOUR} 1 15_07 10.70 4.516 2 17.43 15.52 3.553 . • COMPUTED CONFLUENCE ESTTMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS} = i7.43 TC(P'iTN.) = 15.52 `PQ`FAL AREA(ACRESI = 6.50 LONGEST FLOWPATH FROM NODE 300.76 TO NODE 340.65 = 1251.55 FEET. i**** ti* *�k*'k'k'kk **** **# * kt�"k1"i i tie �lYf f �! #t*** *** ik f * 1r*X * ** * ***** * * * t�'4'F'k'k'l.if'k Yr Y� Y*!iF FLOW PROCESS FROM i�ODE 300.55 TO NODE 340.42 IS CODE = 31 »»>COMPUTE P�PE-FLOW TRAVEL TINfE THRL7 SUBAREA««< »»>US�NG COMPUTER-ESfi�MATED PIPESIZE (i�iON-PHESSURE FLpW) ««< ELEVATION DATA: UPSTREAM{FEET) = 334.40 DOWNSTF�EAM(FEET) = 296.96 FLOW LENGTH(FEET) = 704.00 MPNNING'S N= 0.0J.3 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.7 IAiCHES PIPE-FLOW �IELOCITY(FEET/SEC.) = 14.29 ESTIi�IATED PIPE DIAMETER(INCHJ = �8.00 NUNiBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.43 PIPE TRAVEL TIME(MIN.) = 0.$2 Tc(MIN.) = 16.34 LONGEST FLOWPATH FRpM NODE 300.76 TO NODE 3QD.42 = 1955.55 FEET. +*.**�**«***«***+«�+v�>�.*+****+*�*+*******..�*****+.f*++,�.*�*+++*****t��t*++* FLOW PROCESS FRpAf NpDE 300.42 TO NODE 30p.42 IS CdDE = 11 ---------------------------------------------�------------------------------ »» >CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREP.M MEMORY«« < ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF 'Fc INTENSITX AREA NLTt�fBER� ' {CFS) IMIN. ) (INCH/HOiFR) (ACRE) 1 17.43 1b.34 3.436 8.50 � LONGES'i' FLOWPATH FROM NODE 304.76 TO NODE 3D0.42 = 1955.55 FEET. ** t�4EMORY BAt3K # 1 CONFLUENCE DATA ** STREAM RUi30FF Tc INTENSITY AREA NU�fBER (CFS) (NIIN. ) (INCH/HOUR1 (ACRE) 1 23.b5 17.18 3.327 12.46 E,ONGEST FI,OWPATH FROi�f tdODE 300.00 Tb NODE 3aD.42 = 2012.56 FEET. ** PEAK FLOW RATE TASLE ** STREA.M RUNOFF Tc INTENSITY NUMBER (CFS} (tRIN. } (IAiCi-I/HOUR) 1 40.32 16.34 3.436 2 40.52 17.18 3.327 COMPLI'I'ED CONFLUENCE ESTII�fATES ARE AS FOLLOWS: PEAiC FLOW RATE(CFS) = 40.52 TcfMIN.) = 17.�8 TO'PAL AREA{ACRES} - 20.96 * ** ���"t4Yi *f Y*ikY�'Y� ikY� * f ******* # # *# i* i�+f Y4Yk Y*iirt� ***fYriF }**ti##**�Yf �Yfl�!##t*t*ik FLdW PROCESS FROM N4DE 300.42 TO DiODE 300.50 IS COD� = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUSAREA««< »»>USING CO�IPUTER-ESTz[�ATED PIPE5I2E (NOAI-PRES5EFf2E FLOW) ««< --------- ELSVA'�"'ION DATA UPSTREANf(FEET) _^ 296 96 DOWNSTREAM(FEET) = 296.$6 FF�OW LE[�IG'I`H (FEET} - 5. 25 MANNI�7G' S N= 0. 013 DEPTH OF FLpW I[d 3a.0 Ii3CH PIPE IS 19.5 TAiCHES PIPE-FLOW VELOCITY(FEET/SEC.} = 12.D1 ESTIi�SATED PIPE DIAMETER(INCH� = 30.�0 Ni�MBER OF PIPES = 1 PIPE-FLQW{CF5) = 40.52 � PIPE TR.AVEL TIME (MFN. ) = 0 _ O1 'I'C (NSIN. ) _ �7 .19 • LONGEST FLOWPATH FROM NODE 340.OQ TO NODE 300.50 = 2017.81 FEET. �*«*+***���+..+tit*****�+***��w�r��+t**x**+*++*+��*+****+*�**�«��*�.tt**+**** FLOW PROCESS FRQM NODE 304.50 'I'0 NODE 340.50 IS CODE = 1 » » >pESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < TO'i`AL NUMBER OF STREAMS = 2 CONFLiFENCE VALUES LTSED FOft INDEPEI3DENT S'f'HEAM 1 ARE: TIME OF CONCENTRATIO[d(MIN.j = 17.19 RAZNFALL INTENS2TY(INCH/HR) = 3.33 TOTAL STREAP4 AREA(ACRES� = 20.95 PEAK FLOW RATE{CFS) AT CONFLUENCE = 40.52 +ttt*�w�*+*tt******+��*r*+tt+**+**+i.*i.�w*+*tt***k***�k�*rtti*t++*t*****w+***,t,t FLOW PRpCESS FROI�f NODE 300.51 TO NODE 300.52 IS CODE = 2� » » >RATIOidAL METHOD INITIAL SUBAREA ANALYSFS«« < -===��4�====_=______�____________________________� «___===_==_______________ ' SIi�iGLE FAMILY D�VELOPMEN'i' FtUNOFF COEFF�CIENT =_ 5500 � 50IL CLASSIFICATTON IS 'D' S.C.S. CURVE NUMBER (At+1C II} = BS ENxTIAL SUBAREA FLQW-LENGTH = 145.00 UPSTREAr4 ELEVATiON = 325.30 AOWNSTREAM ELEVATION = 323.35 ELEI/ATYON DIFFERF.fICE = 1.95 iTRHAN SUBAREA OVERLAND 'i'�ME OF FLQW (M�NiiTE5} = 13 .$25 100 YEAR RAINF'ALL INTENSITX S TNCH/I-iOUR) = 3. 828 SiJBAREA RUNOFF(CF51 = U.69 TOTAL AREA(ACI�S) _ ❑.33 TOTAL RLR30FF(CF5) = 0.59 • **+*+k:���t**�*****.**+****.***�**w+.***+�**.***�**::****�..k�**.**..***.**«* FLpW PROCESS FRQM NODE 300.$2 TO NODE 30Q.50 IS CODE = b2 J»»>CO3�5PUTE STREET FLOW TRAVEL 'T'IN3E �HRU SiJBAREA««< »»>fSTREET TABLE SECTION # 1 USED} «« � __________________________ ------_--------------------_-- UPSTREAM ELEVATIpN(FEET} = 322.14 DOWNSTREAM ELEVATION(FEET) = 296.96 STREET LII3GTH(FEETj = 52Q.06 CLTRB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.04 DISTAI�CE FROM CROWN TO CROSSFALL GRADEBREAK(F�ET} = 15.00 I135IDE S'i'REET CR05S�'ALL(DECTM.�Lj = O.D2Q Oi3TSEDE STREET CRQSSFALL(DECIMAL) - 0.02Q SPECIFIED NUi�'3BER OF HALFS'T'REETS CARRYING RUNdFF = 1 STREET PARKWAY CROSSFAI,L{DECIi�4.�L,) = 0.020 Manning's F4tICTION FACTOR for Street£low Section(curb-to-curb) = Q.4170 Manning's FRICTION FACTOR for Sack-of-Walk Flow 5ection = O.Q149 **TRAVEL TIME CQMPUTED USING ESTIMAT�D PLOW(CFS) = 4.$$ STREETFLOW MODEL RESUL'I'S USING ESTIMATED FLOW: STREET FLQW DEPTH(FEETj = 4.33 HALFSTREET FLOOD WIIJTH (F'EE`f'? = 10 . D1 AVER.AGE FLOW VELOCITYIFEET/SEC.j = 4.36 PRODUCT OF DEPTH&VELOCITYfFT�FT/5EC.1 = 1.42 STREET FLOW TRAVEL TIt+IE (MIN. ?= 1. 99 TC {MTi�1. }= 15 . B1 10d YEAR RAINFALL INPENSITYfINCH/HOETR) = 3.510 $IidGLE FAMII,Y DEVELOPMENT RiJNOFF COEFFICIENT = .5500 SOTL CLASSIFICATION IS "D' � S.C.S. CURVE IJUMBER SAMC II) = 88 . SUSAREA AREA(ACRES? = 4.33 sU$Ax� ��rrraF�{c�s� = 8.3s TOTAL AAEA(ACRES} � 4.66 PEAK FLOW RA�'E{CPS) = 9.a6 ENA OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HAi�FSTREET FLOOD WIDTH[FEET} = 12.94 FLOW VELOCITY(FEET/SEC. j= 5.05 DEP'f'I-E*VET,OCITY{g'p*FT/SEC. }= 1.95 LONGEST FLOWPATH FROM NODE 300.51 TO NODE 300.50 = 715.00 FEET. �k * **** i+1' 1t 1y i # # **# * 1"kiF'/rYr rt * *Yr* ***# ** *'ll tY *# t #* ** * * **ir***i� i� * ****Yr* *** **k *** ** ** * FL4W p120CE5S FROM DiODE 300.50 T� NODE 300.50 IS CODE = 1 ----------------------------------------------------------------------------- » » >DESZGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< »» >AND COMPUPE VARIOUS CONFLUENCED STREAM VA�IIES« «< TOTAL NUMBER OF STREAt�4S = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF COD}CEN'fRATION(NSIN. ) = 15.81 RAIidFAI,L xi+F!'ETTSI`FY{INCH/HA) = 3.51 TOTAL STREAAS AREAiACRESI = 4.b6 PEAK FLOW RATE(CFS? AT CONFLUENCE = 9.06 ** CONFLU�NCE DATA ** STREAM RLTNOFF TC IN'I'ENS�'i'Y AREA NLIMBER {CFS} {MIN.} (I31CH/HOUR1 �ACRE} 1 4D.52 �7.19 3.327 20.96 2 9.06 �5.81 3.510 4.5& R,AIN�'ALL INTENSITY AND TIP'IE OF CONCENTRATION RATIO CONFLUENCE FORi+St]LA USED FOR 2 STREAMS. . * * PEAiC FLOW RATE TABLE "* STREAM RUNOFF 'PC INTENSITY N[JMBEA iC�'S) (M3N. ) {�NCH/HpUR} 1 47.45 15.81 3.510 2 49.10 17.19 3.327 • COMPITTED CONFLUENCE ESTIMATES ARE AS FpLLOWS: PEAK FLpW RATE{CFS) = 49.10 TC(MIN.j = TOTAL AREA(ACRESj = 25.62 LpNGES'E` FLOWPATH FROi�S i�iODE 300.00 'i`Q NODE �7.19 304.5D = 20k7.81 FEET. *{tti+ry�rrrt+++****�www+i.i.*�*****ff+t�****r+*+*+*+.*+x*wx*+wx*i.x+�***rr*+i*+** FLOW PROCESS FROM NOAE 3a0.50 `i`O 3�i0DE 117.13 ZS CODE = 31 . -----------------------------------------------------_--__------------------- »»>CdMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPLITER-ES'PIMATED PIPESIZE (NQN-PRESSURE FLOW)« « < ---------------------------------- ELEVATION DATA: UPSTREAMIFEET) = 296.96 DOWNSTREAM(FEET) = 293.35 FLOW LENGTH(FEE�'1 = 180.50 [�fANN2NG'S N= 0.013 DEPTH dF FI,OW IN 30.0 II�iCH PEPE IS 22.1 IAICHES PIPE-FLOW VELOCTTY(FEET/SEC.? = 12.66 ESTIMA'i`ED PIPE DIAMETERIINCH) = 30.00 NUMBER OF PEPES = 1 PIPE-FLOW(CFS} = 49.10 PIPE TRAVEL TIME(MIN.) = 0.24 TcIMIN.j = 17.43 LONGES'I` FLOWPA'i'H FROM NOl]E 30D.00 TO NODE 117.�1 = 2148.31 FEET. **rr�,��t+**+*t,.*******++***++++��v.w+r�r.*+.+++***+.*,.**.***+**�+�*��r**+**+,.� FLOW PROCESS FROM NODE 3d0.50 TO NODE 117.11 IS CODE = 81 --------------------------------__------------------------------------------- »»?ADDITIO[�I OF SUBAREA TO MAiNLTSdE PEAK FLOW««< � 1Q0 YEAR RAINFALL �NTENSITX{TNCH/HOUR) = 3.297 *USER SPECIFIED(SUBAREA�: RURAL DEVELpPMENT RUNOFF COEFFICIENT = .5500 S. C. 5. Ci3RVE NUMBER {p,1+�C II j= 88 SLTBAREA AREA(ACRES} � Q.44 SLTBP.R£A RUNOFF{CFS) = 0.$0 TOTAL AREA(ACRES} = 26.06 TOTAL RUNOFF(CF5) = 49.90 �rC(MZN) = 1�.43 * t*Yr **f k Ir* *****#*'F * i#! i f i# #t itt**Yr* **f *Yr1r*###* i'M'1'1'!'11tY *iyr i Yi*1! f# Y� t* f Y t*t*t* FLOW PROCESS FROP'S NODE 117.�1 TO NODE 11.7.3D IS CODE = 31 ------------------------------------------------------------------------------ » »>COMPUTE PIPE—FLOW 'TRAVEL TIME THRU SUBAREA« «< , >i»>USING COMPUTER—ESTINSATED PIPESIZE (NON—PRE55URE FE�OW) ««< ELEVATION DATA: UPSTREAM(FEETa =T 280.00 DOWNSTREAM(FEET) = 258.00 FL4W LENG�'H{FEE'F) = 54.OU MANNING'S N= 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.7 INCHES PTPE—FLOW VELOCETY(FEET/SEC.) = 41.07 ES�IMATED PIPE DIAMETER(iNCH) = 18.00 NUMBER O�' PIPES = 1 PIPE—FLOW{CFS} = 49.90 PIPE TRAVEL TIME{MIN.) = O.d2 Tc(MIt3.} = 17.45 LONGEST FLOWPA'i'H FROM NODE 300.00 TO I�ODE 2�7.30 = 2248.31 FEET. END QF STUDY S[JMMP.I2Y : TOTAL AREA(ACRES? = 26.06 TC(MIN.1 = 17.45 PEAK FLOW RATE(CFS} = 49.90 END OF RATIONAL METHOD ANALYSIS . V �� � APPENDIX 3.5 SYSTEM 400 {�A' STREET) n u � � * rt * * * w k * * * * * * t * * f � * # # t i * * k * * # # * f # * * * 4 * * t * * * * * * t * * * * * * * * k t Y # � * * * * * * # � f t * * w � * * RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Refezence: SAN DIEGO COUI�iTY F3100D CON'I'FtOL DiSTRICT J.9 8 5, 19 81 HYDROLOGY MP.Ni3AL (c} Copyright 1982-2001 Advanced Engineering Software (aes} Ver. 1.5A Release Date: O1/O1/2D01 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 H Street, Suite 800 San Diego, CA 92101 {619) 235-6471 ****+*******+twaa«�t****** DESCRIPTION OF STUDY ******++++*wa+++++***w***� . * BRESSI RAi�iCH — i3LTIMATE COi�iDITIONS + * PA — 2 WEST SXSTE3+S 400 + * 10 0 —YEP.It 5'I`ORM EVFNT #*# #tf� ***f ** * Y� ** t Y Y f �k *i� **#i*tt'kYrYr *f �* t t1r# * i f !*i*Yr ** #'t # #*****iiY #�c *Yr***'M�** FZLE idAM£: 1325400I.DAT' TIME/DATE OF STUDY: J.6:27 09/D5/2002 ----------------__---------------------- USER SPECIFIED HYDROT.�OGY I�ND }iYT)RAULIC MODEL INFORMATION: 1985+SAN DIEGO MA�FiJAL CRITERIA USER SPECIFIED STORM EVEN'I`{yF�R1 = 100.06 • 6-HOUR DEJRATION PREC�PITATION {II3CHESy = 2.SQa SPECIFI£D MINIMUM PIPE SIZE(INCH) = 18.04 SPECIFiED PERCENT OF GRADIENTS(DECIMAL) TO [35E POR FRICTION SLOPE = 0.85 SAN DIEGO HYDROLOGY [�SAN[JAL 'C'-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEP.K CON�'L,i7ENCE VALUES CONSIi?ERED *USEA-DEFINEA Si`REE�'--SECTIONS FOR COUPLED PIPEF�OW AND STREETFLOW MODEL* HALF- CROWN TO S'FREET-CROSSFALL: CURB GUTTER-GEOi�4ETRIES� MANNING WIUTH CROSSFALL iN- / QUT-/PARK- HEIGHT WTDTH I.�IP HIKE FACTOR N0. (FT) (FTf SIDE / SIDE/ WAY IFT) IF"I'} (FT) {FT) {n) 1 y30 0 J'20 4 a.018/D 018/0 020 0 67 2 00 4 0312 0 167 0.015D 2 26.0 21.0 d.420/a.020/ --- 0.5D 1.5D 0.0312 0.125 4.D150 GLOBAL STREET FLOW-DEPTH CONSTRAFNTS: 1. Relative Flaw-Depth = 0.00 FEET as (Maxisnum Allowable Street F].ow Depth) -(Top-of-Curb) 2. fDepth)*(Velocityi Constraint = 10.4 {F`Y`*FT/Si "'SIZE PIPE WI3'H A FLOW CAPACITY GRF.ATER T4iAN OR EQUAL TO THE UPSTREAM TRIBiJfiARY PIPE.* *#+t++t*f �lr* *f t *'�"k**'F1'+iirYrw# **#+�'f f **yr***+� t+*iF * * *tt*t*'IriM ** k *+*t ir* * *ti+f �k�k***+t t t** FLOW PROCESS FROM 130DE AOD.00 TO NODE 400.10 IS CODE = 23 �»»>RA'FIONAi� METIiOD INITIP.F� SUBAREA ANALYSIS««< l3SER-SPECIFiED RUNOFF COEFFYCIENT = •95D0 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH = 144.OD UPSTREAM ELEVATION = 309.00 DOWNSTREAi�1 ELEVATION = 3D8.OD � ELEVATION DiFFERENCE = 1.DQ � i3RSAN SU$AREA OVERI�.�.ND TINfE OF FLpWIMFNUPES) = 2.7QQ TIME dF CONCENTRATION ASSLJi�SED AS 6-i�iINUTES 1pp yF.AFL RA�NFALL INPENSITY{II�CHlHOL3R) = 6.559 SUBAREA Ri]I30FF{�FS) = 0.62 TpTAF, AREA ( ACRES }= 0. 1D TOTAL RT3NOFF ( CPS )= 0- 62 +i.t�r++t***++>*tf*,r**i.*fr**+*+.,r*+++t+tt**x*+�tit***�w�*��rr*++t*w**i.+kr+++**►wx FLpW PROCESS FROM NODE 400.10 TO NODE 460.20 �S CODS = 31 . »>»COMPUTE'PiPE-FLOW TRAVEL TII+lE 'I'I-IR[3 SUBAREA««< »»>USING C0�4PUTER-ESTIMATED PiPESIZE [FION-PRESSURE FLOW) ««< _____________________________________--------------------- ELEVATION DATA: iiPSTREAM(FEETi = 308.d0 DOWNS'T'REAM{FEET) = 303.00 FLOW LENGTH{FEET) = 744.00 f�SANNII3G'S N= 0.013 ESTI[�SATED PIPE AIAMETER(INCH) INCREASED TO 18.400 DEP'FH OF FLOW IN 1$.0 INCH PIPE IS 3.4 INCHES , PIPE-FLOW VELOCT'iY(FEET/SEC.1 = 2.74 ESTIMATED PIPE DIAME'FER(IE3CHj = �8.0� N[]MBER OF PIPES = 1 PIPE-FLOW{CFS) = 4.62 PIPS TRAVEL TZME{i']II3.) = 4.27 TCIMIN.1 = 10.27 LQNGEST FLOWPATH FROP4idODE 440.00 TO NODE 4D0.20 = 8bD.00 FEET. f 3*tkY� ** *�i f* ik ***'ky *1*i'+tyr* *iti y t t* k R1r ** ***#** fr Yr **f � Y*t*yr* iF **f } f t! * t* /rYr**'r# f!# FLOW PROCESS FROM NODE 400.20 'FO NODE 400.20 IS CODE _$i --»»>ADDITIQN'OF 5T3BAREA TO MAINLiNE PEAK FLOW«�« 100 YEAR RAINFAi,L INTENSITY{�NCH/HQUR) = A.639 USER-SPECIFiED RUNQFF COEFFICIENT = .9500 � S.C.S. CURVE Nf7MBER (AMC II} = 92 Si3BAAEA AREA(ACRES} = 8.40 SUBAREA RUNOFF(CFS) = 37.02 TpTAL, p,Rgp {ACRE51 = 8.50 TO'I'AL RUNOFF(CFS) = 37.64 TC(�iIN) = kQ.27 **�****..��«**+�.****.***�«_�******��**.*t«�..*+*.*�*******+t*:*..*..***,�*�+�*„ FLOW PROCESS FRQM NODE 440.20 Tp NODE 405.06 IS CODE = 3I »»>GOMPUTE PIPE-FL,OW 'FRAVEL TIME THRU 5ii&�FtEA««< »»>USING CO3�7P13TER-ES'iIMATED PIPESIZE {NON-PRESSiFRE FLOW) ««� ______________________���t======______----------------------- ELEVATION DATA: UPSTREAM{FEET) = 300.�4 DOWNSTRFr11T4IFEETj = 281.5D FLOW LENGTH{FEET) = 200.00 MANNING'S N= 0.013 DEPTH OF FLOW IN 21.0 Ii�iCH PIPE IS 14.8 �NCHES PIPE-FLOW VELOCI'd'Y(FEET/5EC•i = 20.72 ESTIMATED PIPE DXAMETEA(IA3CH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOWSCFSi = 37.64 PIPE TRAVEL TIME(MIN.} = Q.16 TC(MiN.) = 10.43 LOAiGEST FLOWPATH FROM NODE 400.00 TO NODE �05.00 = 1d00.00 FEET. ****tra**+*t*srw+**t**+t**wx+**�*+**+.wx**t++fs**�,t+*****t+.+.*t*�*tt*wwx*���s+ FLOW PRpCESS FKOM NODE 405.04 TO NODE 405.D0 IS CODE = 1 --------------------- » > »DESIGNATE iNDEPENDENT STREAM FOR CONFLUENCE«« < ---------------- � TO'iAL NUMBER OF S'i'REAMS = 3 CONFLITENCE VALUES USED F4R INDEPEiVDENT STREAM 1 ARE: TIME OF CONCEDI'I'RATION (MIN. )= 10 . 43 RAI[VFALL INTENSITY(INCH/f3R) = 4.59 TOTAL STREAM AREA(ACRE51 = 8.50 PEAK Fi,OW RATE(CFS) AT CO[dFL13F�ICE = 37.b4 C � � f � * * # i t i ! f * * ti Y * * * * * * * v y t ! t * * * * * * # 1 � # 4 # * * * * Y t * i i t * * * * i * * t * w * * * * Y * t t # t * t * * * * i ♦ FLOW PROCESS FROM NODE 405.10 TO NODE 445.1D IS CODE = 22 a»»RATIONAL METHQD INITIAL SUBAREA ANALYS�S« «< USER-SPECIFIED RUNOFF COE�FICIENT = .95U0 S.C.S. CURVE NUMBER (AMC II) = 92 US�R SPECIFIED Tc(MTN.1 = 6.000 1pp YEAR RAINFALL INTEAiSI'i`Y(INCH/HOUA) = 6.559 SUBAREP. RUNOFF{CFSj = 3.12 TOTAL AREAIACRES? = 0_5D TOTAL RUNOFF(CFS} = 3.12 .***++**�**�.t�**..**wt.t*.,...****+*.***..***.�++....�**++++�«+*****>*:�*,.***..*++. FLC}W PROCESS FROM NODE 4D5.10 'i`O NODE 405.00 IS CODE = 1 +»»>DESIGNATE INT7EPENL}ENT S'TREAM FDR C4NFLUENCE««< � TpTAL NUMBER OF STREAMS = 3 CONFLUENCE VALiJES USED FOR INDEPENDEN'�' STREAi�f 2 ARE : 'i'IME OF COI3CEN�'RATION(MIi�i. } = 6.OD Rp.yNFpL,i, INTENSZTy{INCIi/HRj = 6.56 TOTAL STREP.M AREA{ACRES) = d.50 PEAK FLOW RATE(CFS} AT CONFLLFENCE = 3.12 •,�+ts*****..++*�k*,r*+t+.******.+++ww�*+«f++:.�*,r«+t***w**+.+.++r*w�**+w.tf+tw FLOW PROCESS FRQM NODE 405.20 TO 230DE 405.20 I5 CODE = 22 . R » »>RATIdNAL+METHOD INITIAL SUBAREA ANALYS�S« « < _______________________�_______===_______===�______=______�__==_��_��_____-_ USER-SPECIFIED RLTidOFF COEFFICIENT = .950d � S. C. 5. CURVE NU�SBER (AP4C I I 1 = 92 USER SPECIFIED Tc(i�l2N.) = 6.000 • lOQ YEAR RAINFALL INPENSITY{INCH/HOL3R} = 6.559 SUSAREA RUNOFF(CFS} = 3.i2 TpTps, ARgp{ACRES} - 0.50 TOTAL RUNOFF{CFSj = 3-�2 w:+*+****.++t*,.��*t+t+**...***.+++,.,.x***x.+..�***+t:***+*�w++++**�**t*.+*�*�+ FLOW PRpCESS FROM NODE 405.20 TO 230DE A05.00 �S CODE = J. ' a»»DESIGI3ATE+INDEPEND�NP^STREP.M P4R COB3FLUENCE««< »»>AND C0�'iP[7'!'E VARIOUS COi�FFLUENCED STAEAM VALUES««< _____________�_____=--=�r=======________==______-_________-_-__�« __--_-____ TOTAL NU["�ER OF STREAMS = 3 CONF'LUENCE VALUES USED FOR INDEPENDEI3'I' STREAi7 3 ARE: TIME OF CO�ICENTRATION (?�7I13. )= 6. 00 , RAINFALL IN'PENSITiC ( INCH/HR) = 6. 56 TOTAL STREAM AREAiACRES) = d.50 pEAi{ FLQW RATE(CFS) AT CONFLUENCE = 3.12 ** CONFLUENCE DATA ** STREAM RUNOFF Tc IN'PED33SiTY AREA N[7[�fBF.it (CFS1 (I'hIN.? {Ii�iCH/HbUR) (ACRE} 1 37.64 10.43 4.592 8.50 2 3.12 6.00 6.559 0.50 3 3.12 6.D0 6.559 Q•�� RA�NFALL INTENSFTY AND TEME OF CONCEN'FRA'f'IObi RA'i`IO CONFLUENCE FOFtMULA USED FQA 3 STREAMS. * * PEAfC FLOW RATE TABLE '` * � STREAM RUNQFF Tc TN'fENSITY � NiTM$ER (CFS} (M�N.) (INCH/HOURi 1 32.59 6.40 6.559 2 32.59 6.OD 6_559 3 42.Q0 10.43 4.542 • r`� �I COMPUTED CONFLUENCE ESTI�iATES ARE AS FOLLOWS: PEA}C FLOW RA'PE (CFS 1= 42 . 00 TC (MIN. }- TOTAL AREA(ACRES) = 9.50 LOi�iGEST FLOWPATH FR03�f NODE 405.20 `f'O NODE 10.43 405 . a0 = SD40. 04 FEE3'. #}* t# *'k# � * *�'* f t f *Yr** **V„Y� #y!#t*1�**** *'k11t**1� * ****tk* #iitkl�!****#'tt}it #i *i#tt*Yr*�k FLOW PROCESS FROM NODE 405.00 TO 130DE 415.00 IS CODE = 31 ` »»>COMPU'T'E PIPE-FLOW 'TRAVEL TIME TI-iRU SUBAREA««< »»>USING CO@SP[TI'ER-ESTIMATED PIPESIZE {NON-PRESSURE FLOW1 ««< -------===-------==--------------------------------------- ELEVATiON DATA: UPSTFtEAM{FEE'P) = 282.OQ DOWNSTRE.�M(FEET) = 275.00 FiOW LENG'i'H{FEET) = 5D0.00 MP.NNTDiG'S N= 0.013 DEPTH OF FLpW IN 30.0 IEdCH PIPE IS 23.1 INCIiES PIPE-FLOW VELOCITY(FEET/SEC.1 = 10.36 ESTFMATED PIPE DIAMETER(INCH) = 30.Q0 i�i[TMBER OF PIPES = 1 PIPE-FLOWICFSi = 42.00 PIPE TRAVEL TIN4E(MIN.) = 4.80 TciMiN.) = 11.23 LONGEST FLOWPATH FA034 NODE 4fl5.20 TO NdDE 415.Qa = 5500.00 FEET. t*t**wi.w*r�ti+t+*i.**w*w*++t�+.*ww*******t+*+.x,t,t**a+++trww+*+*�r*i**ttw�wi.*,t+�* FLOW PROCESS FROM NQDE 415.00 TO NODE 4�5.4a IS CODE = t4 »»>MAIN-STRE.n.M MEMORY COPIED ONTO MEMQRY BANfC # 1««< r++*�rw�ir+wr++www*i.+tt*+t*t**w*+i.tt:r*+t+.wa*i.+r*++tt*w�w*++t*+++*rwxw*i.**+*** FE,OW PROCESS FROM NODE 408.00 `i`Q DiODE 408.1D IS CODE = 21 » >a>RATIONAL METHOD INITIAL SUBAREA ANALXSIS« « < USER-SPECIFIED iiUNOFF COEFFICIIIVT = .9500 S.C.S. CiiRVE NUMBER {pMC �I) � 92 I[dITIAL SUSAREA FLOW-LENGTH = �00.00 EJPSTREAM ELEVATTOi�F = 300.40 DOW[�TSTftEAM ELEVATION = 299.00 ELEVATION DIFFERENCE = 1.D0 URBA[d SUBAFtEA OVERLAND TIME OF FLOW(MZNOTES} = 2.70Q TIME OF CONC�NTRATIQN ASSU�7ED AS 6-MINUTES 100 YEAR RAINFALL INTF..�TSITY(INCH/HOUFt) = 6.559 SUBAREA RUNOFF{CFS? = 0.62 TOTAL AREA(ACRES) = Q.10 TOTAL RUNOFF(CFS) = 0.62 wr+tt***w*,t**�r*+�**w***,t*�t*tf***w**ti.+.w**f***,r,ri.i.*r*+f*+*xk*i.+***tf**,t+ri.*** FLOW PROCESS FROM NOAE 40$.1D i'4 hiODE 4D8.30 IS CODE = 31 »»>COMPi7TE PIPE-FLOW TRAVEL TIME THRU SUBAREA« �<a » »>USING COMPf1TER-ESTIMATED PIPESIZE (NON-PitESSURE FLOW) «« < ______=====_�-----===--------------------_-------------------- ELEVAi'iON DATA: UPSTRE.a.M(PEET} - 299.Q0 DOWNSTREAr4(FEET} - 276.d0 FLOW LFNG'f`H {�'EET) = B00.00 MAI3N�NG' S 2�i = 0. 413 ES'i'IMATED PIPE DIAMETERIINCHi �NCREASE�f 'I'0 18.000 DEPTH OF FLOW IN i$ . � IEVCH PIPE IS 2. 4 Ib3CHES PIPE--FLOW VELOCI'FYiFEET/SEC.) = 4.45 ESTIi�4ATED PIPE DiAME'iER(INCH) = 18.00 NUMBER OF PTPES = 1 PiPE-FLOW(CFS} = D.62 . PIPE TRAVEL TSME{MIN.) = 3.00 Tc(MIN.} = 9.Ofl LONGEST FLOWPA�H PROM NQDE 408.00 TD NODE 408.30 = 9D0.00 FEET. �t*a+*�wr+*++t*****r************+*+++*w+r*tw+t+r*++t*�*wx�*w**w***�****+**+* FLOW PROCESS FROM NODE 408.30 TO NODE 408.30 IS CODE = B1 ---------------------------------------------------------------------------- »»>ADdITION OP SUBAREA `i0 MAINLINE PEAK FLOW« «< �100 YEAR RAIi3FALL IN'I'ENSI�'Y ( IidCH/HOUR) = 5. 051 USER-SPECIFIED R[FNOFF COEFFICIEN'i' _ .9500 S. C. 5. CURVE NiJMBER ( APfC I I} = 92 SUBAREA AftEA(ACRESi = $.50 SUBAREA RUNOFF{CFS} = 40.79 'FQTAL AREA�ACRE51 = 8.60 TOTAL RUNOFF{CFS} = 41.41 'f'C (MIN) = 9. 00 f# i* i}k* k*Yr**#**f �* * Y t# ## tt#tt* ** }�kY�YriF **i! t**i� *M'�#"hr ##Y Y f Y Y i#t# t! t**# #*tYr*** t FLOW PROCESS FROM NODE 408.30 TQ AiODE 410.00 IS CODE = 3� ---------------------------------------------_-___--------------------------- »»>COI+SPUTE PIP£-Fi�OW TRAVEL TIME THR[i SUBAREA««< » »>USTN3G COMPUTEA-ESTIMATED PIPESIZE (NpN-PRESSURE FLOW}�« « ----------------------------------------�_ ELEVATION DATA: UP5'i'REAM{FEET} = 275.00 DOWNSTRSAM(FEET} - 274.00 FLOW LFNGTHIFEET} = 80.D0 MANNTNG'S N= 0.613 DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.1 INCHES PIPE-FLOW VELOCI'i'Y{FEET/SEC.) = 9.82 ESTXMATED PIPE DIAMEi'ER(INCK) = 30.Od NUMBER OF PIPES = 1 PxPE-FLQW(CF5) = 41.41 PZPE TRAVEL TIME(MIN.) = U.14 Tc{MIN.} = 9.I3 LONGEST F�,OWPATH FROM NODE 408.00 TO NODE 410.00 = 980.00 FEET. • wi.k*+*�**r�*+++++t*wwtrww****,t,t**t**�rwr**Yf++t+*tt**ww*www*�x+ti.+i.i.wr*x*rr**+ FLOW PRpCESS FRO[S 230DE 4J.0.00 `F'p NODE 410.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DES�GNATE Ii�iDEPETFDENT S'iRF�1M FOR CONFLUENCE««< TOTAL A3EJMBER OF STREAl4S = 2 CONFLU�3dCE VALUES USED FOR INDEPENbENT STREAI+i 1 ARE: T�ME OF CONCENTRATIOi�i(MIN.j = 9.13 RAI�FF'AI,L YNTENSITY ( Ii�3CH/HR j= 5. Oa 'i'OTAL 9TREAM AREA(ACRE6) = 8.60 PEAK Fi,OW RA'E`E ( CF5 ) AT CQNFLUENCE = 41 . 41 *�rrr*rtrt+*+r*w*w�,tx,t*,t,t*+i.+w+a�i�r**it***++a*+rww**w*+ti.,ti.*�a*�ri.*ti+t*+.t+t*,ww* FLOW PROCESS FROM NObE 410.10 TO NODE 41D.10 IS CODE = 22 »»>RATIONAT.� ME'T'HOD INITIAL SiTBAREA ANALYSYS««< USER-SPEC�FIED RUNpFF CdEFFICIIIVT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFXED Tc{MIN.) = 6.a00 100 YEAR RA�NF'ALL INTENSITY(INCH/HOUR) � 6.559 SUBAREA RUNOFF(CFS1 = 4.98 TdTAL AREA(ACR�S) = 0.80 TOTAL Ri3NOFF{�FS) = 4.98 r**rti.+*+**t***w***�**,t**ir,rww*+ttr*+++t+*+**+*+******�*++*r*ttt**+*******+*�k FLOW PROCESS FRO�'1 NODE 410.1Q TO NODE 410.00 IS CODE = 1 ------------------------------------------------------____-------------------- » » >DESIGNATE INDEPENUENT STREAM FOR CONFLUENCE« « < »»>AAiD COMPUTE VARIOUS CONFLUENCED STRE.�M VALLTES«�« • � TO'T'AL AIUMBEA OF STREAM5 = 2 � COi�FLUENCE VALUES USED FOR INDEPENDENT S'TREAM 2 ARE: TI[�E OF CO�ICENTRA'PIOI3IMIN. ) = 6.00 RAINFALL INTENS�TY{INCH/HR) = 6.56 TOTAL STEtEAM AREA{ACRESi = O.Sd PEAK FLOW RATE{CFS? AT CONFLi7ENCE = 4.98 * * CONFLUEAiC E DATA * * STREAM RUNOFF Tc INTENSITY AKFP, NUMBER (CFS) (MIN.) {INCH/HOURi {ACRE) 1 41.41 9.13 5.002 8.60 2 4.9B 6.D0 6.559 0.80 RAINFALL INTEI35ITY AND TIME OF CONCEN"tAA'I'IOi�i RA'FId CONFLiiENCE FORbfi]L�A USED FOR 2 STREAMS . *" PEAK FLOW RATE TABLE ** STREAM itUNOFF Tc INTENSIT7C �g�� {CFS) (MIN.y (INCH/HOiTR) � 36.57 6.00 6.559 2 45.21 9.13 5.002 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEATC FE�OW RATE{CFS) = 45.21 Tc(MT23.} - 9.13 TO'fAL AREA(ACRES? = 9.40 LOA3GESi` FLOWPATH FROM NODE 408.d0 TO PiODE 410.UD = 980.0� F�ET. +t*�i.,r+itr+ttr*x:*x�**�**+i.k*�,t+ir*,rr:w**+++*it:�s«***wx*�*ie�***�,t,ta****i.�t�� FLOW PROCESS FROM NOAE Q10.OQ TO NQDE 4Z1.50 IS COQE = 31 »»>COMPi3TE PIPE-FLOW 'TRAVEL 'i'IME THRU SiJSAREA««< . . {-»»>USING-COMPiPPERJESTIi4A'f'�DTPIPESIZE- (I30I3-PRESSURE-FLOW) ««<--_'T^----- ELEVATION DATA: UPSTREAM(FEE'I') = 375.d0 DOWNSTREAM{FEET) = 374.00 FLOW LENGTH(FEET) = 50.00 MADF�IING'S N= 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.2 IA3CHE5 PFPE-FLOW VELOCITY{FEET/SEC.j = 12.22 ESTIMATED PIPE DIAMETER{INCH) = 30.Q0 NUi�fSER OF PIPES = k PIPE-FLOWSCFSI = 45.21 PiPE TRAVEL TIME(MIN.) = O.a7 Tc(MiN.) = 9.20 LONGEST FLOWPAT3-I FROM NdDE 408.Ofl TO NOD£ 41i.50 = 103D.Oa FEET. �*tt*++i*.*+**************v,**.*+w***+*++**f*f*�*,.,,,.��*�*��,r*w*«*..*+++++++** FLOW PROCESS FROM NODE 411.50 TO NODE 411.50 TS CODE = 1 -----------------------_-__-_-----------------------------_------------------- »»>DESiGNATE INDEPENDENT STFtE.�M FOR CONFLUENCE««< TpfAL NUM�EFt OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDEi3T S'i'REAM 1 ARE : TEME OF C013CENTRATION{MYN.} = 9.20 i2AINFALL INTENSITY ( INCii/HR} - 4. 96 TQTAL S'iREAM AREAfACRES) = 9.4Q PEAK FLdW RATE{�FS} AT CONFLUEI3CE = 45.21 +�***+*.*�..,.********+�***vr*.,.t�*+++*+t**+***+*«+�*�****w*t*w.*t++t*��**»*�*� FLOW PROCESS FROM NObE 4�1.10 TO AFODE 411.20 IS CODE = 21 »»>RATIOidAL METHOD INITIAL SLFBAREA ANALYS�S«�« USER-SPECIFIED RUNOFF COEFF�CiF.�1T = .9500 S.C.S. CURVE NLJMBER {AMC II} � 92 • INITIAL SUBAREA FLOW-i,ENGTH = 250.00 � UPSTRF.AM ELEVA��ON = 300.04 DOWN5TREAM ELEVATION = 296.00 ELEVATION ]�IFFERENCE = 4.00 [T�iBAN SUBAREA OVERI�AND TIME OF FLOW (MINUTES? = 3. 650 'i`iME OF C�NCENTRATION ASSL7M�p AS 6-MIDiCTPES �a0 Y�AR RAII3FALL INTENSITY(INCH/HOiil�t} = 5.559 SUBAREA RUNOFF(CFS1 = 0.62 TOTAL AREA(ACRES) = 0.10 TQTAL RLiNOFF(CFSi = 0.62 k*i t�k *f # t t***'!r**f f*****'k#*'i Yf'1'Y'tY*i i� * i f** tt****1rtM tk M*!r******'k#*'41ttt1�'Yr*'kifi� **'k'kif*'k FLOW PROCESS FROM NOD� 411.20 '£O NODE 411.30 IS CODE = 31 --------------------------__-_-_-----___------------------------------------- »»>COMPUTE PIPE-FIAW TRAVEL TTME 'f'HRU SUBAREA««< »» >USIIVG COMPUTER-ESTIMATED PTPESIZE {NON-PRESSURE FLOW1 « «< EL�IA'TTON DATA UPSTREAMSFEET) = 297.00 DOWNSTAEAMSFEET) = 276.00 FLOW LENGTH(FEET} = 500.00 MANNING'S N= 0.0�3 EST�MATED PIPE DIAMETER(INCH} INCREASED TO 18.000 DEY'T'H OF FLOW FN 18.0 INCH PIPE IS 2.2 ENCHES PIPE-FLOW VELOCFTY{FEET/SEC.i = 4.92 ESTIMATED PIPE DIAME'I'ER{TNCHf = 19.00 NUMBER OF PiPES = 1 PIPE-F�OW(CFS) = 0.62 PIPE TRAVEL TIM�(MXN.j = 1.69 Tc(NSIN.} - 7.b9 LONGEST FLOWPA�'H FROM NODE 4}�1.10 TO NODE 413..30 = 750.04 FEET. f f y i t f*****1r Yr* *****ii� �li! �4Y*Y * Y f i*!! ii******* iFYr#Yr*Yr *****t �lf #i ye f###�ki #*!ti ##* FLOW PROCESS FRONS NOBE 411.30 i'O NODE 41}..30 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA 'PO MAINLINE PEAK FLOW««< . 140 YEARJRAINFALL�INTF.1dS�TY(I�iCH/HOUR) = 5.587 i3SER-SPECIFIED RUNOFF COEFFICIENT = .95D0 S.C.S. CURVE NiJl�7BER {p,1.�C IEj = 92 Si7SP�REA AREA(ACRES) = 2.10 SiJSAREA RUNOFFfCFS) _ �1.15 TQ'I'AL AREA{ACRES) = 2.20 TOTAL RLTNOFF{CFS} - 11.77 TCIMIN} = 7.69 f!#t #t****Yi4 * ***** **# }�F*4* f *Y Y f *# # # #t**t****Yrl�Yr*Yr**ir***'k�' �y Y#� #t f **tt#t�k**** FLOW PROCESS FROM NpDE 411.30 TO rFODE 41J..50 IS CODE = 31 --------------------____-------------------------__�--_____-------------------- »»>COMPU'FE PIPE-FLOW TRAVEL TIi�]E THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE INflN-PFi�SSURE FLOW} «« < --------------------------- ELEVATION DATA UPSTREAM(FEET) = 272.05 DQWNSTREAM(FEET) = 264.07 FI,OW LF.idGTH{FEET) = 268.32 MP.NNTNG'S N= 0.013 DEPTH OF FLOW IN 18.0 INCH PIP� TS 11.1 INCHES PIPE-FLOW VELOCI'FY(F'EET/SEC.j = 10.24 ESTTMATED PIPE DIAME'PER(INCHI = 18.00 N[JMBER OF PIPES = 1 PTP�-FLOW{�FS) = 11.77 PxPE TRAVEL TIME(MIN.} - 0.44 Tc(MIN.} - 8.13 L013GEST FLOWPATH FROM NODE 411.10 TO NODE 41i.50 = 101.8.32 FEET. �*+**,r***�rtx*+r********««wk,rx*�********,r�+*fwt*:+*++*t+******xf**�*****i**+t FLOW PROCESS FROM NODE 411.50 TO NODE 411.50 IS CODE = 1 -------------------------------------------------------------------------�__ » » >DESIGNA'i'E INDEPENDENT STREAM FOR CONFLUENCE«« < »»�ANA COMPUTE VARIOUS CONFLUENCED STRE.�M VAi�UES««< TOTAL [�F4IMBER OF ST�tEAMS = 2 CONFLUENCE VALUES USED FOR INDEPENT}ENT STREAM 2 ARE: • TIME OF CONCENTRATION(MIN.} = 8.13 � RAINFALL INTEI3S�TY(INCH/HRj = 5.39 TOTAL STREAM AREA{ACRES) = 2.20 PEAK FLOW RATEICFS) AT CONFLUENCE = 11.77 ** CONFi,UENCE DATA ** STREAM RUNOFF TC INTENSITX AREA NTJMBER {CFS} {MIN. ) (Ii�iCH/HOURj (ACREf 1 45.21 9.20 4.979 9.4� 2 I1.77 8.13 5.392 2.20 RAINFALL IN'I'ENSITY AND T�ME OF CONCENTRATION RATIO CdI3FLUENCE FORMULA USF.D FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STR�AM RUNOFF 'PC INTENSITY N[JMBER (CFSf (MIN.) SINCH/HOUR) 1 53.52 8.i3 5.392 2 56.08 9.20 4.979 COMPUTED CONFLUENCE ES'I'IMA3'ES ARE AS FOLL4WS: PEAK FLOW RATE{CFS) = 56.Q8 TC(MIN.) = 9.20 Tp`I'AL AREA(ACRE81 = 11.60 LONGEST FLOWPATIi FROM NODE 408.00 Tp NpDE 4�1.50 =�030.00 FEET. +w**t�*++******w****�,r*******w*vc�*�r**,r*vr***r*+f+*******t+***:*********+*t*** FLOW PROCESS FROM NODE 411.SQ Tp NpDE 415.00 I5 CODE = 31 -------------------------------_--____--__------------------------------------- »»>COMPUTE PIPE-FI,OW 'T'itAVEL TIME THRU SUBARF.A««< , »»>USING COMPU'�'ER-ES'I'IMAT'ED PTPESIZE (NON-PRESSURE FLOW} «�« ----------------------------------------------------------------..____-------- --------------------------_____---------------------------------------------- • ELEVATION DATA: UPSTR�AAS(FEET} � 275.00 DOWNSTREAM{FEET} = 274.00 FLOW LENGTIi(FEET) � 30.00 MANNING'S N= 0.013 DEPTH OF FLOW IN 3D_0 T2+FCH PIPE IS 20.5 INCHES PIPE-FLOW �TELOCI'I'X(FEET/SEC. ) _ � 1$.67 ESTIMATED PIPE DIAME'PER(INCH} � 30.00 NUMBER OF PIPES =� 1 PIPE-FLOW{CFS} = 56.0$ PIPE TRAVEL TIME{MIN.j = 0.03 Tc(MZN.) = 9.23 LONGEST FLOWPATH FROM NODE 4D8.OQ 'I'0 NODE 415.a0 = 1064.4D FEET. +++*t****+***x,r*�**+****,r*,r***r**vr*ww,rv.,r**,r**ts*+++++t**r*****w*�**+*+**+*** FLOW PROCE55 FR4M NODE 415.00 TO NODE 415.00 IS CODE = il ----------------------------__------------------------------------------------ »>»CONFLUENCE M�:MORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< * * MAIDI STREAM CONFLi7EiVCE DATA * * STRE.AM RUNOFF Tc INTENSITY AREA NUMBER [CF5) IMI3V.} (INCH/HOLFR} {ACRE) 1 56.08 9.23 4.967 11.60 LONGES'1' FLOWPATH FROM N�DE 40$.04 TO NODE 415.04 = 1060.Q0 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNpFF Tc INTENSITY AREA NUMBER (CFS) (MIN.} (INCH/HOUR} (ACRE} 1 .42.00 11.23 4.378 9.50 LONGEST FLOWPATH �'ROM NQDE 405.20 TO NODE 415.00 = 5500.d4 FEET. S , * * PEAK FZOW ftA'I'E 'I'ABLE * * STREAM RUNbFF Tc IN'PENSITY NTJt�ER {CFSj (MIN.) (INCH/HpUR) . Z 93.09 9.23 4.967 � 2 91.4Z 11.23 4.378 COMPUTED CdNFLUENCE SSTIiSP�TE5 ARE AS FOLLOWS: PEAK FLOW RATE(CFS? = 93.49 TC(MIN.) = 9.23 TOTP.T1 AREA { ACRES }= 21 . 10 *++t*xw+a.x,t�+trtt+++w******++i.,ka�,r�ry>*++ttr,rw**i.*,t*,t�twwrwtir�r**r+rrr*+f*t*+ FLOW PROCESS FROM NODE 415.Q0 TO NODE 415.Q0 IS CODE = 1 -------------------------------------_--------------------------------------- » » >DESIGAIATE INAEPENDENT STREAM FOR CONFLUENCE« « < 'FO'T`AL N[TMBER OF STREAMS = 2 CdtdFLUENC£ VALUES USED FQR ENDEPENDENT STREAM 1 ARE: � TIME OF CONCENTRATTON(2+iIN.} = 9.23 RA�NFALL INTENSI'iY(INCHlHRj = 4.97 TOTA�, STREP.M AREA { ACRES )= 21 . 10 PEAK FLOW RATE(CFS} AT CO�FFL[TENCE = 93.09 ***,.*���r,r*+ttt****.,*****v.*«**.+t�++�+***,.��*+*****v.�wtt+*+*t*+*:�*..�+,.z�**�� FLOW PROCESS FRO[S[dODE 412.Q0 Td NODE 412.00 IS CODE = 22 » » >RATIONAL METHOD iNITIAL SUHAREA ANALXSIS« <a< USER-SPECIFIEDJRUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC FI) = 92 USER SPECIFIED Tc{��,} - , 6.00Q 1Q0 YEAR RAINFALL INTF�FSI'i'Y(INCHlHOUR} � 6.559 SUSAREA RUNOFF(CFS) = 12.46 TO'FAL AREA(ACRES) = 2.44 TdTAL RUNOFFICFS? = 12.46 • **'F'Yr *Ytti i**Yr *Yr***!#***t# # ##t!!**tYr1� R* ***#tktl**#Y *! #i*Yr1r **** * **'!r*'k*'#W i�*# *i* f FLOW PROCESS FROM NQDE 415.00 TQ NODE 415.00 IS CODE = 1 ----------------------------------------------------------------------_------ »»>DESIGNATE TNDEP�NDENT S�REAM FOR CONFF,UF�FCE««< »»>AND COMPUTE VARIQUS CO[dF'LUE�FCEI} STREP.M VALETES«t« �TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR IEdDEPENDENT STREAM 2 ARE: TII�4E OF CONCENTRATION{MIN.j = 6.00 RAI3dF'ALi, IN'I'ENSITY(INCH/HR) = 6.56 TOTAL STRE.�M AREA(ACRES} - 2.OD PEAK FLOW RA'!'E{�FSf AT CQNFLUENCE = 12.45 . ** CONFLUENCE DATA ** STREAM RUNOFF TC INTEi�ISITY AREA NUi�7BER iCFS} (MIN.} (INCH/HOUR) {ACRE) 1 93.09 9.23 4.967 21.10 2 i2.45 6.00 6.559 2.00 RATNFALL INTENSITY A[SD TIME OP CQNCENTRA'i'ION R.AT�Q CONFLCTENCE FORMULA USED FOR 2 STREAAiS. * * PEAK FI,OW RATE TABLE * * STREAM R[TNOFF TC IN'PENSITY Ni]i9BER (CFS) (MIN.? (INCH/HOL3R} i sz.s� 6.oa 5.559 2 102.53 9.23 4.967 COi+1PUTED CONFLUENCE ESTIMATES ARE AS FpLLOWS: PEAK FLOW RATE(CFS) = 102.53 TC(MiN.) = 9.23 � TOTAL AREAfACRES) = 23.Z4 � APPENDIX 3.6 SYSTEM S00 (EL CAMINO REAL) � i � ' * # t # * � * W i * � � # * * * * * * * * * � � * * * * * * * * � * i * * i * * * i * * * + * + * * + t * # � � � # # * � * * * * * * * � * * * * * + + RATIONAL !dE'i`HOD HYDROLOGY COMPUTER PROGRAM PACKAGE Re€erence: SAN DIEGO COEJNT'X FLOOp CONTROL DISTRICT 2001,1985,1981 HYDROLOGY MANi7AL !c} Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 1.5A Release Date: O1/O1/2002 License TD 1509 Ana�ysis prepared by: ProjectDesign Consul�ants 701 B Stree�, Suire 860 San Diego, CA 9210� t5i9) 235-b471 *ww:wv„r+�++**ww*x*wwv�*w+,rw* DESCAZP�'ION OF STUDY ************+++**,+**�***** "� BRESSI RANCH - 1JLTIMATE CONDI'FI4N * * SYSTEN3 B00 - ALONG EL CAMINO REAI, * * 100-YEAR STORM EVFNT * *****t�r**fr+tis*�**r**�rw+�+i.ii**s*i.+*******x+w,rw*+*+�w****+++*wt*xr*r**r> FILE NAME: 1325804I.DAT TIN3E/DATE OF STUDY: 10:36 02/13/2003 --------------------------------------__________--_---------------------------- LTSER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL I�TFORMATION: ---------------------------------------__--______-____------------------------ 1985 SAN DIEGQ MAN�[7AL CRFTERIA USER SPECIFIED STORM EVENP(YEAR) = 1fl0.00 • 6-HOUR DiJRATiON PRECIPi�`ATION (INCHES} = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCHj � 38.0� SPECIFIED PEFiCENT OF GRP.DIEiVT$fl)ECTMAL) TO USE FOR FRZCTION SLQPE = 0.$5 SAN DIEGO HYDROLOGY MANi1AL "C"-VALUES USED FOR RATIONAI, METHOD NO`FE: ONLY PEAK CONFLUENCE �IALCJES CONSIDERED *USER-BEFINED STREET-SECTIONS FOR CQIIPLED PIPEFLOW AND STREEi`FE,OW MODEL* HAE�F- CROWN TO STREET-CROSSFALL: CURB GUTTEft-GEOMETRIES: MANNI�iG WIDTH CROSSFALL IN- / 0[J'I'-/PARK- HEIGHT WIA�`ii E�IP HIKE FACTOR NO. SFT) (FT) SIDE / SIDE/ WAY {FT) (k"I`) (FT} (ET) (n) 1 30.0 20.0 0.018/0.0181D.d20 0.67 2.00 0.0313 0.167 0.0150 � 2 26.0 2�.0 0.020/0.020/ ---. 0.50 1.5D 0.0313 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONS'£RAFNTS: 1. Relative Flow-Depth = 4.d0 FEET as {Maxi�um Allowab�e Street Flow Depthl -(Top-of-Curb) 2. (Depthj*(Velocity} Constraint = 10.0 (FT"FT/S} *SIZE PIPE WITH A FLOW CAPACITY GREATER THAiV OR E4UAF, TO THE UPSTREAM TRIBUTARY PIPE.* �i.+*+++****+x+x+�+*+i��*********+*,rr++**at*+*****+x*+x**�*rrw��r+tt��i*k***+�� FLOW PROC�SS FROM iVODE 805.11 TO NdDE $05.12 I5 CODE = 2� » » >RATIONAL METHOD INIT�AL SUBAREA ANALYSFS « <a< ________________......__�------------------------------------------------------ ---------------------------------------------------------�....--------------_- USER-SPEC�FIED RUNOFF COEFFICIENT = .950D S. C. S. CUFtVE NUMBER {p[�C I I) = 92 INITIAL SUBAREA FLOW-LENGTH = 24.OD UPSTREAM ELEVATION = 313.00 DOWfdSTRFAN3 ELEVATION = 312.5a • ELEVATIdN DIFFERENCE = D.50 � URSAid SUBAREA OVERLAND TIME OF FLOW(MINU'PES) = 1.036 TIME OF CONCE[dTRA'i'ION ASSUMED AS 5-�fISiIJTE5 10D YEAR RAINFALL INTENSITY;I23CH/HOiJR} = 6.559 SUBAREA RUNOFFICFS) = 0.31 'i'OTAL AREP. (ACRES ) = 0 . 05 'POTAL RiTNOFF ( CFS } - p . 31 ****+**>w***�**:*******w++*++s*+**x*w**w+v�,��w+r+*******xx,r«**********+�*r�r�� Fi,OW PROCESS FRdM NODE SQ5.12 TO NOF� BD5.13 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREE'T FLOW i'RAVEL TIi�SE THRU SUBAREA««< »»> (STREE'i' 'i'ABLE SECTI�N # 2 USED} �«c< UPSTREAM ELEVATION(FEET� = 312.50 DOWNSTREAI� ELEVATIpN{FEET) = 297 50 STREET LENGTH{FEET) = 830.00 CLFRB HEIGHT[INCHES} = b.0 STREET HALFWIDTH(FEETa = 26.OD DISTANCE FRdM CROWN TO CROSSFALL GRADEBREAK(FEET} = 21.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE Si`REET CROSSFALL{DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUI30FF = 1 ' Manning's PRICTION FACTOR for Streetf�ow Section{curb-ta-curb) = 0.0150 **TRAVEL TTME COMP[PI'ED USING ESTIMATED FLOWfCFS) = 1.24 STREETFLOW �70DEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 4.25 � HAI,FS'i'RE�T FLOOD WdDTH(FEET? = 6.24 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.45 PAODUC'F OF bEPTH�VELOCITY{F'£*FT/SEC.) = 0.61 STREET FLOW TRAVEL 'i`�ME(MIN.) = 5.66 TcIMIN.) = 1�.66 � 1�Q YEAR RAI[�IF'ALL INT�IVSITY f IAiCH/HOUR1 =- 4. 274 [7SER--SPECxFTED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC I3) = 92 SUBAREA AREA(ACRES) = 4.45 SUBAREA RUNOFFiCFS} - 1.83 TOTAL P,fZFA(ACR�S) = 0.5Q PEAK FLOW RATE(CFS} = 2.34 END OF SiJBARF..A STREET FLOW FfYDRAULICS: DEPTH{FEET) = 0.29 HALFSTREET FLOOD WID'i`H{FEET) = 8.15 FLOW VELOCITY{FEETISEC.} = 2.73 DEPTH'VEi,OCITY(F'P�F`P/SEC.1 = Q.79 LOAiGEST FLOWPATH FROAf NODE 805.11 TO NODE 805.13 = 859.Q0 FEET. *Y�'k};** *#* i# i *i*** * * * *Yr�R Yr * f Yr iF 4 f iF1� f **}***# *t f tlYr *# # # * # YY YY�41 r* � * ���ri+�*+i.+.++ FLOW PROCESS FR0�5iVODE 805.�3 TO NODE 805.21 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE IIVDEPENDENT STREAM FOR CONFLUENCE« « � -------------------------------------------------_____--_--------------------- ----------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INI}SPEiJDEN�' STREA�I 1 ARE : TIME OF CONCEAI�!'RAiIQN(MIId. } = 11.66 RAINFALL INTENS�'i'Y(INCH/HR) = 4.27 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLdW RATE{CFS) AT CONF'LUEtdCE = 2.14 *�..w�+.�+ti*t+w��**+�+*#**.*******+**..*.+���*+*�********+*t*�****�.������*. FLOW PRpCESS PRpM NODE 805.21 'i'O NODE 805.21 IS CODE = 7 --------__-__---_�------------------------------------------------------------ » »>USER SPECIFIED HYDROLOGY �NFORMATION A'i NODE<¢ « < -------------------------------___--__----------------------------------------- L3SER-SPECIFIED VALUES ARE AS FOLLOWS: `PCfMIIdi = 14.87 RAiN_ I13TEi�iSITY(INCH/HOUR) = 3.65 � TOTAL AREA(ACR�S} - 3.23 TOTAL RUNOFF{CF5) = 10.9D � **x�+**++t*+++*+*+**�r+*�+�w�*a��*+�x**x+**+****+***�t**++****rw****+x****+* FLQW PROCESS FROM NODE 805.21 TO �ODE 805.21 IS CODE = 1 --------------------------------------------------------------------------- » »>DESIGNATE TNT]EPENDENT STREAM FOR CONFLUENCE« «< »»>ANb COMPiTPE VARIOUS CONFLUENCED STREAM VALUES ««< ---------------------- TOTAL idUMBER OF STREAMS = 2 CONFLUENC£ VALUES USED FOR iNpEPENDENT STRF�M 2 ARE: TIME OF CONCEN'Ff2ATI0N{MIN. ) = 14.87 RAINFALL INTENSI'T'Y(INCH/HR) = 3.65 TQTAL STFtEAM AA�A(ACRES) = 3.23 • PEAK FLpW RATE(CFSj AT CONFLUENCE = 1�.94 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA [�ICTMBER {C�'Sj (MIN. ) (INCH/HOUfi) (ACRE) 1 2.14 11.66 4.274 0.5� 2 10.90 14.87 3.653 3.23 RAINFALL IN'iENSITY P.I�3D 'i`IME OF CQNCEI3TRA'F�ON RA'FIO CONFLUENCE FpRMULA USED FOR 2 STREAMS. *Y PEAK FLOW RATE TABLE ** STREAi+1 RUNOFF TC INTENSI'i`Y NLTMBER (CFS) (MIN.} (INCH/HOUR) 1 11.45 11.66 4.274 2 12.73 14.B7 3.653 COMPUTED CONFLLJENCE ESTIMATES ARE AS FOLLOWS: � PEAK FLdW RATE{CFS) = 12.73 Tc{MIN.} = 14.87 TOTAL AREAIACRES) = 3.73 LOi�7GEST FLOWPATH FROM NODE 805.1Z TO NODE 805.21 = 654.00 FEET. ***�*�r****+��**v��t**t*tx+***w***t***tt*ffs*+*�*ww�i.��*�*�i.***�,r,rwxxx****t+rttfs FLOW PROCESS FROM NODE 805.21 'i'O NODE 805.20 IS COAE = 41 »»>COMPUTE PTPE-FI,OW TRAVEL TIME THRU SCTBAREA««< »»>USI�IG USER-SPECZFIED PIPESIZE (EXIS'FING �LEMENT)««< ELEVATION DATA: UPSTREP,M(FEET) = 287.75 �OWPiSTREAM{FEET} = 287.45 FLOW LF3dG'FH(FEE?'} = 55.04 MANNId3G'S N= O.d13 DEPTH OF FLOW IN 24.0 INCH PIPE IS 1b.6 INCHES PIPE-FLOW VELOCITY(FEETISEC.y = 5.4$ GIVE�I PIPE DIAMETERfINCHj = 24.00 NUMBER OF PIPES = 1 PIPE-FLQW(CFS} = 12.73 PIPE TRAVEL TIME(�1IN.) = 0.17 TC(MIN.) = 15.09 LONGEST FL�WPATH FROM NODE 805.�.1 TO NODE B05.20 = 909.00 FEET. t*+w,r***��ra++**+t**a**s�+*+ti#tx++++�**k�,r**+,r*+r+,r*r*+**+*x�*y*t�r�rt++f++++� FLOW PROCESS FROM NODE BQ5.20 TO NODE 805.2D IS CODE = 1 »»>DESIGNATE INDEPEIQDENT ST��:AM FOR CONFLUENCEc�«< TOTAL NUMBER OF STREAMS � 2 ��Y4 �J � CONFLUENCE VALUES �JSED FOR INDEPENDENT STREAM 1 ARE: TINiE OF CONCENTRATION(i+IIN. )= 15. 04 RAINFALL INTFNSTTY(INCH/HR) = 3.63 TOTAL STREAM AREA(ACRESi = 3.73 PEAK FLOW RA`I`E(CFS} A'I' CONFLUENCE = 12.73 � � x+*rt+*w+***�+��xft**ww**Ww****+*�*******+ttr+t�*#wt+*�w�*+**+**+******tfrw� FLOW PRQCESS FROM NODE 805.21 TO NODE 805.22 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANAd,YSIS«« < - ------------- USER-SPECIFIED RLTNOFF COEFFTCIENT = .9540 S.C.S. CURVE NUMB�R (AMC IIj = 92 � TNTTIAL SUBAREA FLOW-LEAfG�H = 24.00 UPS'�'REAM ELEVATION = 3�3.00 ' DQWNSTREAM ELEVATION = 312.5D ELEVATIOI3 DIFFEREI3CE = 0.50 UABAN SL7SAREA OVERLAND TIME OF FLOW(MINU'PESi = 1.436 TIME OF CONCENTRATION A55UMED AS 5-MINUTES lOQ YEAR RAINFALL INTENSI'TY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CF5} = p.31 TOTAL AREA{ACRE51 = D.05 �'OTAL RT]NOFF(CFS) = D.31 **w++*+++**f******trt�r+w+t++ti.***+******,r****t**fr++ir*+�ry*v.++x+�***x*x,r**** FLOW PROCESS FROM NODE 805.22 TO i�70DE $�5.23 I5 CODE = b2 »»>COMPUTE STREEi FLOW TRAVEL TIME THRU SUBAFtEA«« < »»> ( S�'REET TABLE SECTION # 2 USED) ««< iiPSTREAM ELEVATION(FEET) = 312.50 DQWNSTi2EAM ELEVATION(FEET) = 297 50 STREE'i' LENGTH(FEET) = 830.00 CiTRB HEEGHT(INCHES) = 6.0 STREE'P HAI�FWIDTH ( FEET} = 26. a0 DISTANCE FROM CROWN TO CRdSSFALL GRADEBREAK(FEET} = 21.00 INSIDE STREET CR055FALL(DECIi+iAI�) = 0.020 OU'i'SIDE STREE`I' CR055FAi�L(DECIMAI�} = 0.02D � SPECIFIED NUMBER OF HALFSTREETS CARRXING RUNOFF = 1 Manning's FRiCTION FACTOR for Streetflow Section{curb-to-curbi = 0.07.50 **TRAVEL TIME COMPUTED U52[dG ESTIMATED FLOW(CF5) = 1.24 STREETFLOW i+]ODEL RESLFLi`5 iTSING ESTIMATED FLOW: STREET FLOW DEPTH{gEET) = D.2$ HAI�FSTREET FLOOD WIDTH{F�ET} - 6.24 AVERAGE Fi,OW VELOCITY{�'EET/SEC.) = 2.45 PRODUCT OF DEP'i'H&VELOCITY { F`I'* FT/ SEC . I = D. 61 STREET FLOW TRAVEi� TIME{}+�IN.) = S.b6 TC{MIN.j = 11.66 100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 4.274 USER-SPECIFIED RUNOFF COEFFECIFNT = .9500 ' S.C.S. CURVE NiJMBER (AMC I1) = 92 5i7HAREA AREA(ACRESI = 4.45 SUBAREA RUNOFF{CFSj = 3.83 'i'O'I'AL AREA ( ACRES )= 0. 5 Q PEAK FLQW RA'I'E f CFS y= 2. 14 END QF SUBAREA STREET �'LOW HYDRAUL�CS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET? = 8.J.5 FLOW VELOCITY(FEET/SEC.} = 2,73 D£PTH*VELOCITY{F'T*FT/SEC.) = 0.79 LONGEST FLOWPATF-I FROM N4DE 805.21 TO NODE 805.23 = 854.OD FEET. ..��*,�++*++*+++**..***,.*�***�+++*:*+�*.���*******�****+**,.+**�*„*�*�*******. F'LQW PROCESS FROM NODE 805.20 TO A30DE 805.20 �S CODE _ � -_--------------------------------------------------------------------------- » » >DESIG�IATE INDEPENDENF STREAM FOR CONFLUENCE««< »»>AND COMPUTE VAR�OUS CONFLiiE�TCED STREAM VALUES«��< - ----------------------- TOTAL Nl]�iSER OF STREAMS = 2 CONFLUENCE 1IALUES USED FOR INDEFENDENT STREAM 2 ARE: . TIME OF CONCENTRATION(�flN.i = 1�.66 • RAINFALL IN'i`ENSITY(INCH/HR) = 4.27 �roT� sT� �z� cAcR�s > = o . 5a PEAK FLOW RATE(CFSj AT CONFLT}ENCE = 2.14 ** CONFLUENCE DATA ** STREAM RUNOFF Tc ENTEi�SITY AREA NUMBER SCPSj (MIN.) {�NCH/HOUR) (ACREj 1 12.73 15.04 3.626 3.73 2 2.14 11.66 4.274 0.5D RAINFALL INTENSITY AND TIME OF CONCEN'I'RATION RA'FIO CONFLUENCE iORbfi.7LA USED FOR 2 STR.�AMS . "` PE.�,I{ FLOW RATE TABLE ** STREAM RUNOFF TC INTENSI'�'Y NUMBEI� iCFS} (MIN.) (INCH/HOUA) 1 12.94 1�.66 4.274 2 14.54 15.04 3.626 COMPiTTED CONFLE7ENCE ESTIMATES ARE A5 FOLLOFIS : PEAK FLOW RATEfCFS) = 14.54 TC{MIN.) = 15.04 TOTAI, P.i�EA{ACRES} - 4.23 LONGES'i' FLOWPATH FROM NODE � 805.11 'FO I30DE 805.20 = 909.00 FEET. t# tittf Y f*t# #ii #t *f f! #i *i* f �k *#1r** ***** *****YrYr # 1�l� R**YrYr1r Mirtkyr* �ttk*#t* it #y y f Y f f f�k FLOW PROCESS FROM NODE Sd5.20 TO N4DE 809.00 �S CODE = 31 -----------------------------�---------------------------------------------- »»>CdMPiFTE PIPE-FLOW TRAVEL TIME i'HRU SUBAREA««< » » >USING COMPUTER-ESTIMATED PTPESIZE (NON-PRESSLiRE Fi,OWj« « < ------------------------------------------------------------___-------------- ----------------------------------------------------------------------------- • ELEVATION DA�A: UPSTREA�1fFEE'T'} = 287.50 D(3WNSTREAMSFEE`F) = 287.23 FLOW LENGTH(FEET) = 60.40 M.�NNING'S N= 0.013 DEP�`I-f OF FLOW IN 27.0 INCH PTPE ZS 17.6 INCIiE5 PIPE-FLQW VELOCITY(FE�T/S�C.) = 5.28 ESTIMATED PIPE DIAi�fE`i'ER ( INCH )= 27 , p 0 NCTMSER OF PI PES = � PIPE-FLOW{CFSj = 14.54 PIPE TRAVEL 'FIi+lE{MIN. )= 0.19 TC(i�3IN. }= 15.23 LONGEST FLOWPATH FROM NpDE 845.11 TO NODE B09.00 = 969.44 FEET. Yri t* Y#i* #*y i f** Y f 1� f**f # w�k# #* ***** **** * iF 1r **k M' 1� f**iF Yr ****1r * i4Yr** *t** t**# #ittYr#t* FLOW PROCESS FROM NODE BD9.00 TO �70AE 809.OD IS CODE = � ----------------------------------------------------------------------------- »»>DESIGNATE I�TDEPEIVDENT STREAM FpR CONFF,UENCE««< ----------------------------------------------------------------------�-_____� ----------------------------------------------------__�---------------------- TOTAL NUMBER OF S'i'AEAMS = 2 CONFLUENCE VALUES USED FOR 3NBEPENDENT STREAM 1 ARE: TIME dF CO23CEN£RATION{MIN.} = 15.23 RAIN�'Ai�L Ii�iI'ENS�`i'Y ( IAICH/HR} = 3. 60 TOTAL STRF.AM ARFA(ACRES) = 4.23 PF,Aif FLOW RA'i`E ( CFS ) AT CONF�,UEi3CE = 14 . 54 ** *YrYrYr*f iFf *k ik iF �kYrYrYr*YriF� t*#* Yr**i�1i�k �k YY �k�Y* ii+y.� i�k *� # wi#*# * ii#*# * ** *******kYr* * ** FLOW PROCESS FROM �IODE 808.14 'FQ NODE 808.20 TS CODE = 2]. ---------------------------------------..____--------------------------------- »»>RATIONAL METHdD INI'i`IAL SUHAREA ANALYSIS««< USER-SPECIFIED RUNOFF CQEFFICiENi' _ ,95Da S.C.S. CURVE NUMBER (AMC TT} = 92 INITIAL SUBAREA FLOW-LENGTH = 100.00 iJPSTREAM ELEVATION = 32Q.00 • DdWNSTREA�S ELEVA'i`ION = 33.9.Op � ELEVATzo� nr�����NcE = i.00 URBADi SLTBAREA OVERI�ANL} TIME OF FLOW(N3INiTPESj = 2.700 TIME OF CONCENTRATIOid A55UMED AS 6-iy3II3UTES 1D0 YEAR RAINFRLL IAITENSI'FY(INCH/HOUR) = 6.559 SUBAREA R1J�iOFF{CF5) = 0.31 TOTAL AR�A.(ACRESj = Q.05 TOTAL RiTNOFF(CFS) = 0.31 �k**yrYriFiFlr***1rlrikY� �k kirYriFiFiF�k *Yr*yr1� *Yrtlrt* * ii*i#iit+f*t##�[ * jr1� k W %"k'k tt11'Y�1F****�k * * ***�FYr�k�r i �'LOW PROCESS FROM NODE 80B.20 TO i�iODE B08.3Q IS CODE = 31 --------------------------------------__--__--_--_----------------------------- »»>COt��iTPE PIPE-FLOW TRAVEL T�ME THRU SUBAREA««< »»>i35ING COMPLITER-ESTIMATED PIPESIZE (NQN-PRESSURE FLOW) «�« ---------------------------------------------------------------------------- ELEVA'1'ION ]]ATA: UPSTREAM(FEETj � 319.00 DOWNSTREAM(FEETj = 309,OO��F� FLOW LENGTH{FEET) = 1000.00 MPIVNING'S N= Q.013 �STTMATED P�P� DIAMETER(INCHf INCREASED `i'0 18.440 DEPTI-I 0�' PLOW IDi 18.0 INCH PZPE IS 2.2 I23CHES PIPE-FLOW VELOCITY(F'EET/SEC.} = 2.50 ESTIMATED PEPE DIAME`f`ER f iNCH f= 18 . 00 NUMSEFt OF PIPES = � PIPE-FLOW{�FS) = 0.31 PIPE TRAVEL TIME(MIN.j = 6.66 TC(M�N.f = 12.66 LONGEST FLOWPATH FROM NQDS aae.�o TO NODE sos.3o = l�oa.aa FEET. yr �Y i iFi �k! Y� #tY Y!Y *# #�kY y Y YY f Y yryr w4�k } �J.�F##** * * *** * ****** * * *Yr# i� *****fr*Yrf **Yr t*t**t*# FLOW PROCESS FROM NODE 808.30 TO NODE 8D8.30 IS CODE = 81 »»>Ai]DITION OF SUBAREA TO MAINLTPIE PEAK FLOW««< ---------------------------------------------------------------------___--_---- ---------------------------------------------___�___..__.._-_------------------ 100 YEAR RAINFALI� �NTENSITY{INCH/HOUR) = 4.053 USER-SPECIFI£D RUNQFF CpEFFICIEN'1' _ .95aD � S.C.S. CU�tVE NUMBER (AMC II} - 92 SUBAREA AREP.(ACRES) = 6.35 SUSAA�A RiF[VOFF(CFSj = 24.45 TO'iAi, AFiEA(ACRES) = 6.44. TOTAi, RUNOFF(CFS) = 24.7b 'i`C {MIN) = 12 . 6b .:.****���r�.*�...*��,�*��*+�+�*++*********�******,.*,.****�***�...�****,.*�*«**+ FL4W PROCESS FROM NODE 808.30 TO NODE &a8.40 IS CODE = 31 -------------------------.._.�_..___..------___--------------------------------- »»>COMPiiTE PIPE-FLOW '1'RAVEL TIME THRU SUBARF.A««< » »>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FE,OW) « «< ---------------------------------------------------------------------------- ------------------------------------------------------------------------------- ELEVATION DATA: UPSTREAi�f(FEETi = 309.00 ]]OWi�ISTREAM(FEET) = 300.Q0 �LOW LENGTHfFEET) = 600.00 MANNING'S N= O.D13 DEPTH OF FLOW IN 24.0 INCH PIPE I5 19.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.} - 9.26 ESTZMATED PiPE DIAMETER(INCH} = 2q.00 NUMBER OF PIPES = 1 PIpE-FLOW{CFS) = 29.76 P�PE 'i'RAVEL TIME (MIN. j= 1. 08 �'c fMIN. )= i3 . 74 LONGES'�' FI_.OWPATH FROM PiODE 806.10 TO NODE 808.40 = 1700.Ofl FEET. *+.*++**,r****„****.***�***..*�.�**++*�+�****.+*,�ttt**��+�t*+��+�+�*��++�w+*w FLOW PROCESS FRQM NODE 808.40 TO NQBE $08.40 IS CODE = Bl ---------------------------------------------------------------------------- »»>ADDITIO[V OF SUBAREA TO MAINLINE PEAK FLOW« « a -------------------_-_--------------------------------------------------------- ------------------------------------------------------------------____------- lOD YEAR RAINFALL IN'�'EI3S�TY{I�CH/HOURj = 3.844 USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CLJRVE NUMBER (AMC II) = 92 SUSAREA AREA(ACRES) = 6.60 SUBAREA R[.TNpFF(CFS} = 24.1,0 TOTAL AREA(ACRES} = 13.00 TOTAL RUNOFF{CFS} = 48.86 • TCfMIN} = 13.74 • +*xxx****+**+*x*+******w*+*+****t�x**x*+tt*t+**+**i+W*�+�*�x+**+x+r**rx*�rt* FLOW PROCESS FROM NODE 808.4D TO NODE 809.0� IS CODE = 31 ---------------------------------------------------------------------------- »»>CONiPU'FE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< » » >USTNG COMPUTER-ESTZMATED PIPESIZE (idON-PRESSURE FLpW) «�« ELEVATION DATA: UPSTREAM(FEET) = 288.92 DpWPIS'PREAM(FEETj = 286.99 FLOW LENGTH(FEET} = 60.41 MA2d�1ING`S N= 0.0�3 DEPTH OF FLOW IN 27.0 INCH PIPE xS 21.2 INCHES PYPE-FLOW VELOCITY(FEET/SEC.} = 14.62 ESTI2�FATED PIPE DiAI�4ETER(�NCH} = 27.OQ NUMSER OF PIPES = 1 PZPE-FLOW(CFS} T 48.86 PIPE TRAVE� TTME(MIN.) = 0.47 Tc(MIN.] = I3.$0 LONGEST FI.�OWBATH FROM N4DE 808.10 TO NODE 809.00 = 1760.41 FEET. 1 * * * YriF f * * # * * * * * * * * * * * * * * * 1r * * * * * Yr�k f tk * � * * * t t # i t # # i # i t t t # Y i # Y * Y # Y * Y Y f �k i * * * i * i� * * Fi,UW PROCESS FRp2+5 NODE 809.00 TO NODE B09.00 IS CODE = 1 »»>DESIGNATE Ti3DEPENDENT STREAM FOR CONFLi3F�ICE««< »»>AND COMPU'PE VAR�OUS CONFi,UENCED STREAM VALUES««< --------------------------------------------_--_-_-______---__-___------------- TOTAL NUMBER OF S'I'REAMS = 2 COI3FLLIENCE VALUES USED F'OR INDEPENDEN'I' STREAM 2 ARE: TIi+fE OF COI3CFN'I'RATIQN(MIN. )= 7.3 . SO RAINFALL Ii�FTFNSITY f INCH/I-ER) = 3. 83 TOTAL STREAM AREAfACRE$} = 13.00 PEAK FLOW RATE(CF5? AT CONFLL7F�ICE = 48.86 � * COTrFLUENCE DATA '" "` . STREAM RUNOFF TC INTENSITY AREA AFiJMBER {CFS} (MI�1. � {�NCki/HOiTRj {ACRE) 1 14.54 15.23 3.597 4.23 2 48.85 13.Bp 3.832 13.44 RAINF'ALL INTF�ISI`�`Y AND TIME OF CONCENTRATION itATIO CONFi,U�NCE FORMTJi�A USEll FOR 2 STREAMS. *+ PEAK FLQW RATE TABLE ** S`PREAi+7 RUNOFF Tc INTENSITY NLTMBER {CFS) (MIN.) (INCH/HOURj 1 62.51 13.80 3.832 2 60.41 �5.23 3.597 COMPEJTED COI3FLtJENCE ESTIMATES ARE AS FOLLOWS : PEAIC FL�W RATE{CF5} = 62.51 TcSMIN.} = 13.8D TOTAL AREA(ACRES} - 17.23 LONGES'i' FLOWPATH FROM NODE 808.10 TO NOD� 8Q9.00 = 17fi0.41 FEET. **�M YrYrYr �lr*****� � irYrYrYr*1� t***tt*i#*i#i! * Y Y�Y�Y�*�/rY�k4*if * 1 L�YY�k4ik� i#}#**i****� **?#*i f FLOW PftOCESS FROM NODE B09.fl0 Td NODE 81Q.00 IS C4DE = 31 ------------------------------------------------------------------------------ »»>COi+IPUTE PIPE-FE�OW TRAVEL TIME THRU SUBAREA«�« »»>USING COA�fPUTER-ESTIMATED PIPESTZE {NON-PRESSUIZE FLOWj ««< ---------------------------------------------------------------------------- ----------------------------------�_----____-_-_______--_--------------------- ELEVATION DATA: UPSTREAM{FE�T) = 2$6.71 DC}WI3STRF.AM{FEETy = 281.91 FLOW LENGTH{FEET) = 890.00 MP.I3riING'S FV = 0.013 DEPTH OF F�OW IN 42.0 �NCH P�P� IS 30.9 INCHES PIPE-FLOW VELOCI7'Yf�'EET/SEC.) = 8.24 ESTIMATED PIPE DIAMETER{INCH} - 42.pQ NLTMBER bF PIPES = 1 � PIPE-FLOW(CFS) = 52.51 � PIPE TRAVEL TIME(MIN.J = 1.70 Tc(MIN.} = 15.50 LONGEST FLOWPATH FROM NpDE 808.10 TO NODE 810.00 = 2600.41 FEET. *+*********�+*+*++�*�****++********+***+****���r����r+�����*�******«*****t** FLOW PROCESS FROM NODE $10.00 TO NODE 810.00 TS CODE = 1 ------------------------------------�_---------------------------------_---- »»>DESIGNATE INDEPENllEN'P STREA2+5 FOR CONFLUENCE««< -------------------------------------------------_--------------------------- TOTAL NUMBER OF STRF.AMS = 2 CO2SFLUENCE VALLFES USED FOR INDEPENDENT STREAM 1 ARE: TIP7E Ofi CONCENTRATION(MIN.} = 15.5D RAINFALL INTENSITY{�NCH/HR} = 3.55 TOTAL STREAM AREA(ACRESI = 17.23 PEAK FLOW R.ATE(CFS) AT CONFLUENCE = 52.51 +*+*+r�tfrtt*fr�rtxt�rft+*�*tw�**�wt****+�*****�*x**xw�**x**********+tr*t+rt�w FLOW PROCESS FROM NODE 809.00 TO NODE 809.10 IS CODE = 21 -------------------------------------_-_____--------------------------------- »»>RATIONAL ME'FHOD II3ITIAL SUBAREA ANALYSIS««< ------------------------------------------------------------------------_--_-- -------------------------------------------�_--_�---------------------------- USER-SPECIFIED RUNOFF COEFFICIFNT = .4500 S.C.S. CURVE I3[TMBEFt (AMC II) = 87 INITIAL SUBIiREA FLOW-LENGTH = 130.00 CFPSTREAM ELEVATION = 3Q0.00 DOWNSTAEAM ELEVATION = 298.00 ELEVFITION DIFFERENCE = 2.00 � URBAN SUBAREA OVERLAND T�ME OF FLOW{MINUTESj = 11.556 100 YEAR RAINFALL INTENSITY(INCH/HOUR1 = 4.298 SUBAREA RUNOFF{CFS) = 0.39 TOTAL AFtEA(ACRES) = 0.20 TO'iAL RUNOFF(CFS1 = 0.39 � ***�***+++***++*****+****tf*t+++*��:rww�*w*www*,r**+�*+**++*�*************�** FLOW PROCESS FAOM IdODE 809.10 TO NODE B1Q.00 TS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA« «< »»>USING USER-SPECIFIED PIPESIZE (EXTSTING ELEMENT) « « < ---------------------------------------------------------------------------- ---------------------------------------------�_--____�__�___------------------ ELEVATION DATA: UPSTREAM(FEET} = 29B.d0 DOWNSTREP.M(FEE'i'} � 289.D0 FLOW LENGTH(FEET} _ $00.00 MANNTNG'S N= D.015 DEPTH OF FLOW IN 24.a INCH PIPE IS 2.4 TNCHES , PIPE-FLOW VELOCITY(FEET/SEC.} = 2.44 GIVEN PIPE DIAtlETER(INCH} = 24.00 NLT�iBER d�' PIPES = 1 PIPE-FLOW(CFS) = D.39 PIPE TRAVEL TIMEfMIN.) = 5.47 TcfMIN.} = 17.43 LONGEST FLOWPATH FRdM NODE 809.Ofl TO NODE 810.00 = 930.00 FEET. # * * * * * * * * * * * * * * * * * * f * * * * ik * Yr * ik �k fr tk * * * * * k * * * * * � * * * * * * � it * * # * * * * * Yr f !r �R !r W W Yr �Y f � k �R * �k �! FLdW PROCESS FROM NODE 810.00 TO NODE 810.0� I5 CODE = 81 ___--_------------------------------------------------------------------------ »»>ADDITIOi3 OF SL7SAREA 'PO MAINLINE PEAK FLOW««� 100 YFAR RAINFALL IN'I'ENSITY(INCH/HOUR1 = 3.347 USER-SPECIFIED RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NLTMBER (AMC II) = 87 SUBAREA AREA(ACRES� = 1.10 SLTBAREA RUNOFF[CF5) = 1.66 TO'I'AL AREA(ACRES) = 1.30 'FOTAL RUNOFF(CF5) = 2.04 'I`C (MINj = 17 . 03 *.***«******************�W+�+**,���**+��*t+�+w�+�*���+��**+#**************�,r* FLOW PROCESS FROM NODE B10.00 TO NODE B10.00 IS CODE - 1 � ---------------------------------------------__----_--___--______--____------------- � »»>DESIGNATE dNDEPEi1DENT STREAM FOR CONFL�F�iCE««< »»>AND COi�4Pti'I'E VARIOUS CONFLi7ENCED STREAM VALUES««< TOTAL NUNFBER OF $iREAMS = 2 TT4_ COI3�"LUENCE �IALUES USE]] FOR TNDEPENBENT STREAM 2 ARE : TI[SE OF CONCENTRATIOi�i{MIN.) = 17.03 RAIiJFALL INTENSITY ( I�iCH/HR) = 3. 35 TOTAL STREAM AAEA(ACRESj = 1.3d PEAiC FLOW RATE{CFS) AT CONFLUENCE = 2.04 * * COIdFLUENCE I?ATA * * STREAM RUtdOFF TC INTENSITY AREA NLTMBER {CFSj (MIPI. ) (ENCH/HOi3R} {ACRE} 1 62.51 1.5.50 3.555 17.23 2 2.04 17.D3 3.347 1.30 RAINFAI.L ENTENSITX AND TiME �F CONCF,t�FTRAiION RATIp CONFI,UENCE F4Ri�7ULA CTSED FOR 2 STREAMS. * * P�AK FLOW RATE TABI,E * * STREAM RUNpFF TC IAI'I'ENSITY NUhffi�R (CFSj (�1IN. f (INCH/HOEJR) 1 64.68 15.50 3.555 2 60.89 17.03 3.347 CpMPUTED CONFL[JENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATEfCFS? = 64.68 'PC(MIN.) = 15.50 TpTAL AREA(ACRES} = 18.53 LpNGEST FLOWPATH FApM N4nE 808.i0 Td IdODE 810.dQ = 2600.41 FEET. --------------------------------------------_--_---__-------------------------- • FND QF STiJDY SLTMMARY: � _ _____ TOTAL AREA(ACRES) 18.53 TC(MIN.) = 15.50 PEAK FLOW RATE{CFS) � 64.68 ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOp ANALYSIS 0 • � *trt�+*+t*+t*+r+r*a***+�r+tt***+**++t�*yrtrxs*��*ti**r�++a+���+*****++***r**w� RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE i�eference: SADI DIEGO COUNTY FLOOD CONTROL DISTRIC'i' 1985.1961 HYDROLOGY MANLJAL (c) Copyright 19B2-2001 Iadvanced Engineering 5oftware (aes� Ver. 1.5A Release Date: O1/O1/2041 License Ib �.549 Analysis px-epared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 f619) 235-5471 *"'************************ DESCRIP`f`ION OF STUDY *****++**rf*****+++++*+*** * Ez� c.�z�zrro � i o o Y�.x s�ra� Ev�rrr - * U�,TXMATE CONI7TTIQN SYSTF'M Z * * 09-25-02 rir7 * w**�,,*«��w**�w�*��**w�w.#�*******x***..,.*�*,.x�*�******,.*,�*�****.*.,.***+t.� FILE NAME: ELCMU3.DAT TIME/DATE OF STUDY: 09:28 09/26/2002 USER SPECIFIED HYDROLOGY AND HYDRAULTC MpDEL INFOFtMATION: -------------------------------------------�---------------__----------------- 1985 SAN DIEGO MAN[JAL CRITERIA USER SPECIFIED STORM EVEN'f{yg,a�) = 100.00 • 6-HOUR DURATION PRECIPITATION {�NCHESi = 2.BQ0 SPECIFIED PSINIMUM PIPE SIZE{INCH? = 18.00 SPECIFIED PERCENT OF GRADIEN'PS{DECIMAI�) TO USE FpR FRICTION SLOPE = 0.$5 SAN DIEGO HYDROiOGY MAN[JAL "C"-VALCTES USEI7 FOR RATIOA?AL ME'THOD NOTE: ONF�Y PEAK COAiFLUENCE VALUES CONSIDEI2ED *US£R-DEFINED STREET-SEC'PIQNS FOR COUPLED PIPEFLOW F�ND STREETFLOW MODEL* HALF- CROWN TO STREE�`-CROSS�'ALL: C[TFtB GL7TTEFt-GEOMETRTES: MANNZNG WID'i'H CROSSFALL IN- / QU'F-/PAF2K- HETGH'1' WIDTH LIP HIKE FACTOR NO. (FT) {FT) SIDE / SIDE/ WAY fFT) (FT� {FT) (FTi (n} 1 53.D 48.0 O.Q20lO.Q20/0.020 0.50 1.50 O.D312 0.125 0.0150 2 45.0 4D.0 0.2Q0/4.200lD.020 0.50 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLflW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum A��owable Street Flow Depth) -(Top-of-Curb� 2. (Depth)*(Veloci.ty) Constraint = 10.0 {�T*FT/Si �STZE PIPE WIT'H A FT,,OW CAPACI'I'Y GREA'I`ER T�iAAi OR EQUAL TO `I'HE UPSTREAM TRIBUTARX PZPE.'� +�r*+�++�*+**+�*v�r#*�++******���********�.x**.**�.*x.***..******+.*****x*�*+ FLOW PROCESS FROM NODE 1000.00 TO NODE 1010.D0 IS CODE = 2� ---------------------------------------------------------------------------- »»>RA'I'IONAL METHOD INITIAL SUBAREA ANALYSIS«�« USER-SPECIFIED RUNOFF COEFFFC�EN'i' _ .9500 S.C.S. CURVE NUM�ER (AMC Ii) = 92 INITIAL SUBAREA FLbW-LENGTH = 125.00 UPSTREAM ELEVATION = 303.42 DOWNSTREAM ELEVATION = 301.55 • ELEVA'I'ZON DiFFERENCE = 1.87 � URBAN SUBAREA OVERI,AND T�MB OF FLOWSMINUTESj = 2.639 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 1D0 YEAft RAINFALL INTENSI'I`YiINCH/HOUR} = 6.559 SUBAREA RUNOFF(CFS} - 1.a6 TO'I'AL AREA(ACRES} = 0.17 TOTAL RUNOF'F(CFS) = i.p6 C � • .****+*�*.***�..*,.*****+****�.,****.,,*..,****,�+*..«**«�«****«**��**++�*+t�*+�.+ FLOW PROCESS FROM NODE 1010.00 Td NODE 1024.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«¢ « » » >ISTREET TABLE SECTION # 1 USED) « «< ' ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEE`F'? = 301.55 DOWNSTREAM ELEVATION(FEET) = 29b.69 STREET I,ENGTH{FEET} = 850.00 CUf� HEZGHT(INCHES) = 6.4 STREET fiP..�,FWIDTH ( FEET? = 5 3. D a DISTANCE FROM CROWN TO CRpSSFALL GRADEBR�AK(FEEi') = AB.OQ INSIDE STREET C1�OSSFALL{DECIMAI�) � 0.020 OU'I'SIAE STREET CROSSFALL{DECIMAi,) = 0.020 SPECIFIEI} NUMBER OF HALFSTREETS CARRYTNG RUNOFF = 1 STREET PARKWAY CR05SFALL{DECIMAI,} = 0.020 Manning's FRICTION FACT4R for Streetflow 5ection{curb-to-curb) = O.d150 Manning's FRICTIOI3 FACTOR €or Back-of-Walk F1ow Section = 0.020Q = 3.22 = 13.35 SUBAREA AREA(ACRES} = 1.13 SUBAREA RUI30FF{CFS) _ TOTAL AREAiACRES} = 1.30 PEAiC FLOW RATE{CFS) _ `�TRAVEL 'PIME COMPU'i'ED USING ESTIMATED FLOW(CFS} STREETFLOW MODEL RESi7LTS USING ESTI2+IP.'iED FLOW: STREET FLOW DEPTH ( FEE'i` )= Q. 3 B HALFS'FREET FLOOD WID'I`H{FEST) = 12.45 AVERAG£ FLOW VELOC�'FY(FEET/SEC.i = 1.93 PRODUCT OF DEPTH&VELOCITY(FT*FTJSEC.i = 0.72 STREET FLOW TRAVEL TIME{MIN.) = 7.35 Tc{MIN.} 1D0 YEAFt RAINFALL INTENSITY(INCHIHOURi = 3.91b USER-SPECIFI£D RUNOFF CQEFFICIEI3T = .9540 S. C. S. CURVE I3CTMBER {AMC I I) = 92 4.20 5.26 END OF SUBAAEA. S'F'REET Fi�OW HYI}RAi7LICS: DEPTii { FEET} = 0. 43 HAI�F'STREET FLOOD W�D3'H ( FEE'i'} = 15 . 17 FLOW VELOCFTY(FEE`i'/SEC.) = 2.1B DEPTH•VELOCI'i`Y{FT*FT/SEC.? = D.93 LO�7GEST FI,QWPA'i'H FRdM NODE 1000.00 TO idODE Z02a.00 = 975.00 FEE'F. **�k*Yr# Yr f* RYr* *YrfY� **Yr**Yr*iFYrYr**}*YriFiF# Y� Y� *Yrf ** kY� fYrYrYr*►f * fr fYrYriFf *�k iF �k iF fYriFY� Y�+*** fYr**1r FLOW PROCESS FROM NODE 1020.00 'I'0 I30DE io3o.aa IS CODE = 31 »»>COMPUTE PTPE-FLOW TRAVEL TIME THRU Si7BAREA« «< »» >USING COMPUTBR-ESTIMATED PIPESIZE (N4N-PRESSLTRE FLOW} «�« ---------------------------------------------------------------------------- ------------------------------------------------------------------------------- ELELIATTON DATA: UP5`T'REAMfFEET} = 293.44 DOWNSTREAi+I(FEE`i') = 289.40 FLOW LENGTHfFEET) = 101.00 MANNIidG'S N= 0.013 ES'I'IMATEI7 PIPE 17TAMETER(INCH] TNCREASED TO 18.OQ0 !}EPTH OF FLOW TAT 18.0 INCH PTPE IS 6.9 INCHES P�PE-FLOW VELOCTTY(FEET/SEC.) = 9.32 ESTIASP,TED P�PE AIAMETER(INCH) = 1g,�0 NUMgER OF PIPES = 1 PIPE-FLOW(CFS) = 5.26 PIPE TRAVEL TIMEfM3N.) = Q.18 TC{MIN.a = 13.53 LONGEST �'I,OWPATH FROM NODE 1400.OD TO NODE 103D.00 = 1076.4Q FEET. ***.*.*�..**.*�.*.***.�*�*�+*��**.*.*.*��.*+�.+**+...*�.�*�**�+*«***�.**+*.+ FLOW PROCESS FROM NODE 1030.00 TO NODE 1030.00 IS CODE = 1 � -----------------------�---------------------------------------------------- » » >DESIGNATE INDEPFNDEN'I' STRF�M FOR CO�FLUENCE« «< TO`i`AL bFUMSER OF STRF.AMS = 2 CONFLUEI�iCE VAI,UES USED �'OFt INDEPENDENT STREAl�I 1 ARE: 'iIME OF CONCENTRAT�ON(MIN.) = 13.53 RAINFALL INTENSITY(INCH/Hft) = 3.88 TOTAL STREAM AREA(ACRESj = 1.30 PEAK FF,OW RATE(CFS) AT CDNFLUENCE = 5.26 f YrYrY� *ik *#**}* Mi'*1iYY*�k �k**ii f # t f *** ***** * # ik**ri �k f * f #� f ** * *# * **# ***i�* **# *}#�J.y.;ik#* FLOW PROCESS FRpM i�TODE 11d0.00 TO NODE �11D.00 IS COAE = 2� ---------------------------------------------------------------------------- »»>RATIONAEJ METHOD INITIAL SUBAREA Ai�iALYSIS««< *TJSER SPECIFIED{SLIBAREA} : USER-SPECIFIED RUNOFF COEFFICIEIV'I' _ .7500 5.C.5. CURVE INMBER (AMC II} - 92 INITIAL Si3BA3ZEA FE,OW-LEI3GTH = 125.00 UPSTREAM ELEVATIQN = 303.42 DbWNSTREArS ELEVATIOI� = 3 0 2. 0 5 ELEVATION DTFFERENCE = 1.37 URBAN SUBA.REA OVE�tLPND TIME OF FLOW{MINUTESj = b.832 100 YEAR RAINFALL I�7'I'ENSITY(INCH/HOUR) = 6.032 SUBAR�A RUNpFF(CF5) = 1.04 - TOTAL AREA(ACRES} - 0.23 TOTAL Rl7NOFF(CFS) _ �.04 *** ***##'t'k�* YYi f##� t*i*** *** yrYr MMYrYr Yr iF iF'/rYr*i*i� *** �*#+# YYf #**tf t tf #t **##1c f tt�i#* FL4W PROCE55 FROM NODE 1110.00 TO NODE 1120.00 TS CODE = 62 ----------------------------------------------..___--------------------------- � »»>COMPUTE STREET FLOW TRAVEL TIME THRU S[]'BAAEA�«<a » » >(STREET 'FASLE SECTION # 1 USEA} «<¢< Y UPSTREAi�f ELEVATION(FEET) = 3Q2.05 DOWNSTREAM ELEVA'i'IQN{FEETj = 298.70 S'i'REET LENGTH{FEEfi) = 78Q.Oa CURB HEIGHT(TNCHES} = 6.0 STREET HALFWID'PH(FEET) = 53.Oa DiSTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEE'i`) = 48.00 �NSIDE STREET CROSSFALL(DECIMAL) = 0.020 pU'i`SIBE S�REE'I` CROSSFAiE,(DECEMAL) = 0.020 SPECIFIED N13MBER OF HALFSTREE�'S CARRYING RUNOFF = 1 STREET PAR4{WAY CROSS�'Ai�L(DECIMAI�) = 0.020 Manning's FRICTION FACTOA for Streetflow Section{curb-to-curb} = O.d150 Manning's FRICTTON FACTOR for Back-of-Walk Flow SecCion = 0.4240 **TRAVEL TIME'COMPUTED LTSING ESTIMATED FLOW(CF5} - 3.50 STREETFLOW MODEL ItESULTS USING ESTIMA'FED FLOW: STREET Fi,OW DEPTH{FEET} = 0.4Q HALFSTRE�'T' FLOaD WIDTH(FEET) = 13.67 AVERAGE FLOW VELOCITY{FEET/SEC.) = 1.75 PRODUCT OF DEPTH&VELpCITY(FT*FT/SEC.i = 0.70 STREET FLOW TRA'VEL TIME(MIN.) = 7.38 Tc(MIN.) = 14.21 144 YEAR RAINFALL TN'T'FNSITY{INCHlHOUR} = 3.761 *USER SPECIFiED(SUBAREA): USER-SPECIFIED RUNOFF CDEFFICIEN'P = .75b0 S. C. S. CURVE Ni.JMBER ( AT+FC I�) = 9 2 SUBAREA AREA{ACRES) = 1..7d SUBAREA RUNOFF{CFS} - 4.79 TOTAL AREA(ACRES) = 1.93 PEAK FLQW RATE{CFS} = 5.84 . END OF SUSAREA STREET FLOW HYDRAULiCS: � DEP'iH(FEET) = 0:46 HALFSTREET FLOQD WIDTH(FEE'P) = 16.77 FLOW VELpCITY(FEET/SEC.) = I.99 DEPTH*VELOCITYL�"I'*F'i'/SEC.j = 0.92 L0�IGEST FLOWPATH FR02�3 NODE 110D.OD TO NODE 1120.0� = 905.00 FEET. �+++r*�****.*+****�*v�.++�tt++��+**++****.*+*+***t��.*++**�+*+**.*«*�******�* FLOW PROCESS FROPS NODE 1120.06 TO [+IODE 1030.00 IS CODE = 31 ----------------------------------------------------------------------------- »»>COMPUTE PIPS-FLOW TRAVEL fiIME THRU SUBAREA« «< » »>USXNG COMPUTER-ESTIMATED PIPESIZE (i`IOiQ-PRESSURE FLOW) « « < --------_------------------ ELEVATION DATA: UPSTREAM(FEET) = 290.90 DOWNSTREAM(FEET) = 289.40 FL,OW LF�IGTH{FEET) = 75.64 MANNING'S N= 0.013 ES'i`EMATED PIPE DIAMETER{IH�H) Ii3CREASEI? TO 16.000 ]]BP'i`Ii OF FLOW YN 18.0 INCH PIPE IS 8.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.? = 7.44 �STIMATED PIPE DIAMETER{IT7C1-I} = 18.40 NUMBER QF PIPES = 1 PIPE-FLOW(CFS� = 5.84 PIPE �`i3AVEL TIME(MIN.} = 0.17 Tc(MIN.) = 14.38 LOAiGES'i' FLOWPATH FROM AIODE 1�00 . 00 TO NODE 1030. 00 = 98D . 04 FEE�'. Y�iY�YY�##t* *1� �A'*'k******YrYY� f Y##t*###** k***YrYrYr****# tt*1k�'1tY*****ttk**YriA' Y� ******* *# i� ftt'k FLOW PROCESS FROM NODE 1030.00 Td NOL1E 1030.00 IS CDDE = 1 ------------------------------------------------------------------------------- »»>DESIGNATE TNDEPENDF�1'f STREAM FQR CONFLiiEfVCE««< »»>Ai�TD COMPUTE VARIOUS CONFE,iFENCED S'I'itEAid VALUES««< TO'i`AL NUNfBER OF STFtEAMS = 2 CONFLUENCE VALUES USED FOR 3NDEPENDENT STREA�7 2 ARE: TIME OF CONCFNTRA'iI0�1fMIN. } - 14.38 RAINFALi If+1TENSITY{2�1CH/HR} - 3.73 � TOTAL STREAM AREAfACRES? = J..93 PEAK FL(?W RATE ( CFS j AT CONFL[TENCE = 5. 84 * * CONFI.�UEIVCE DATA * * STREAM Ri3i�iOFF Tc ZNTII3SITY AREA NUr3BER (CFSf IMIN.) {INCH/Hp13R� {ACRE) 1 5.26 13.53 3.683 1.34 2 5.84 14.38 3.732 1.93 RAINFP,Z,L INTENSITY AND TIME OF CONCENTRATION RAZ'IO CQNFLUENCE FOR3�7i7E�A USED FOR 2 STREAMS . ** PEAK FLOW RATE TABLE ** S'i'R� RUNOFF Tc IiV'PEN52TY NUMBER (CFS) (MTDi. ) (INCI-I/HOUR) 1 10.87 �3.53 3.883 2 10.9Q �4.38 3.732 COMPUTED CONFLUENCE ESTIMATES ARE A5 FOLLQWS: PEAK FLOW RA'FE{CFS) = 10.9D TCfMIN.} = 14.38 Td'FAL AREA(ACRES) = 3.23 LONG£ST FLOWPA'I`H FROM NODE 1000 . OD TO NOI7E 1030.00 = 1076 . DQ FEE'P. +# ik �rY Y*Yt*t*tkY�' f i! f** i#}iiki fiFfy! Y tY**Yr�F**f 1� # Y� #* # f Mf i� i Y Ytittk***Yr iF*Yr***#i # t Y YYrt FLQW PROCESS FROM NODE 1030.00 TO idODE 1040.00 I5 COdE = 31 »»>COMPUTE PIPE-FiAW `d'RAVEL TYME THRTJ SUBAREA««< »»?LTSING COMPLITER-ESi'�MA'I'ED P�PESIZE ([�iOiV-PRESSI3RE FLOW1«c« ---------------------------------------------------- ELEVATION DATA: UPSTRF�M(FEETi = 289.40 D(]WNS'TRE.�M(FEET) = 288.25 � FLOW LENGTH(FEET} = 24.50 MANNING'S N= 0.013 � ESTIMATED PIPE DIAM�TER(INCH} INCREASED Td 18.OQ0 DEPTH OF FLOW IN 18.4 INCH PIPE I5 9.2 INCHES PIPE-FLOW VELOCITY{FEET/SEC,} = i�.gg ESTIMA�ED PIPE DIAMETER(INCHI = 18.00 NUNiBER OF PIPES = 1 PIPE-FLOW{CFS) = 10.90 PYPE TRAVEL TIME{MIN.) = 0.03 TC{MIN.) =�4.41 LONGEST FLOWPATH FROM NODE 1440.Q6 �d NODE 1040.00 = 1100.50 FEET. ******.+*****.++**+*w+**+++*+.t�****�**+*+***+**+***�+***».*a****+++rtirtw�*** FLOW PROCESS FROM NODE 1040.40 TO NODE ' BOb.00 fS CODE _'41 »»>COMPT3TE PIPE-FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING USER-SPECIFTE� PZPESiZE (EXISTING ELEMENT) « <¢< F.LEVAT`IpN DATA: UPS'T'REAMIFEET? = 288.25 DOWNSTREAM(FEET) = 287.37 FLOW L�'NGTHfFEE'I') = 154.00 MANNING'S N= 0.013 DEP'i'H pF FLOW IN 24.0 INCH PIPE IS 14.5 INCHES PIPE--FLpW VELOCITY(FEET/SEC.) = 5.47 Gi1IFN PIPE DIAMETER{INCHJ = 24.QD NLTt�iBER OF PIPES = 1 ' PIPE-FLOWfCFS} = 1Q.90 PiPE TRAVEL TTME{}�IN. j= 0.46 TC(i�7IId. i= 14.87 LONGEST FLOWPA'�`H FRpM [dODE 1000.00 TO I30DE 805.00 = 1250.50 FEE'P. END OF STUDY SUrII+lARY : � TOI`AL AREA{ACRES) = 3.23 TC(MIN.} _ �q,$7 • PEAit FLOW RATE{CF5} = 1Q.90 --------------------------------------------------------------��_----------- -----------------------------------------____--�___..___��--------------------- END OF RA'I`IONAL �iETFiOD AI3ALYSIS � v y r� �J • k * * * * * w * x k * * * * * * * * * * # * * * * * * * * 1 * * * r f * M * * * * * * + * * * * x * * * r * * * * * * t * * * t * + + * + * # * * * k Y RATIONAL N3ETHOD �IYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COi7N'f`Y FLOOD CON'I`itOL DISTRICT 1985,3981. HYI?ROLOGY MANUAL (c) Copyright 1982-2Q01. Advanced Engineering 5oftware (aes} Ver. 1.5A Release Da�e: 4�/O1/2001 License ID 1509 Ana�ysis prepared by: PrajectDesign Consultants 701 B Street, Suite SOd 5an Diego, CA 92101 {6191 235-6471 +v.+*+*w*r+*tr*++tf**+++++• �ESCRTP'I'ION OF STiJDY ********�***************** ' EL CAMINO REAL 104 YEAR STORM EVF.A]T * * ULTIMA'I'E CdNDITION SYSTEM 2 * * a9-zs-a2 n� * t*****tft*�*t***�r**+*t*+*t*++ft*++rti*�******YwrY�r��yxrs*w**r**�*�r**�i.�+i.i. FILE NAME: E�,CMU2.DAT TIME/DATE OF STCTdY: 09:56 09/26/2002 ---------------------------------------------------------------------------- USER SPECIFiED HYDROLOGY AND HYDRAiJL2C MODEL INFORMA�`ION: ---------------------------------------------------------------------------- 1985 SAN DIEGO MANiJAL CRITERIA USER SPECIFIED STORt�S EVEN'F(YEARy = �flO.OD • 6-HOUR DURATION PRECIPITATION (INCHES} = 2.$04 SPECIFIED MINIMUM PIPE SIZE(INCH� = 18.D0 SPECIFEED PERCENT OF GRADEENTS(DECIMAI�} TO iJSE FOR FRICTION SLOPE = 0.$5 5AN DiEGO HYDROLOGY MANUAL "C'-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAIf COI�iFLUENCE VA�,BES CONSIDERED *USER-DEFINED S�`REET-SECTIONS FOR COUPLED PIPEFLOW AND S'I`REETFLOW MODEL* HALF- CROWN TO STREET-CROSSFAI,L: CiFRS GLiTTE�-GEOMETRIES: MANNING WIdTH CROSSFALL IN- / OUT-/PARIC- HEIGH'i' WID'I`H LIP HIKE FAC'I'OR N0. {FT) (F�'j SIDE / 5IDE/ WAY (FT} (�) (FT) (FTf (n} 1 53.0 48.0 �.020/0.020/0.020 0.50 1.5a D.0312 0.125 0.0150 2 45.0 44.0 0.200l0.200/0.02Q 0.5� 1.50 0.0312 D.125 Q.0150 GLpSAL, STREET FLOW-DEP'I'H CONS'i'RAINTS : i. Relative Flow-�pth = 0.00 FEE� as fMaximum Al�owable Street Flow Depthl - ITop-of-Curb) 2. (DepthliiVelocity) Constraint = 10.0 {F'E`*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER TH.�N OR E(2UAL TO fiHE UPSTREANi TRIBUTARY PIPE.� +--------------------------------------------------------------------------+ � Q100 ANiI TC AT NODE 2000 OBTAINED FROM NODE 81D.OQ � +------------------------------------------___------_________-----------------+ +�,r*,r�r��*+,raw*w,r,��r�rrw*rv��+�****+***�*w+***+**+*+***+x****+�+*+******,r*+�*** FLOW PROCESS FRpM 330DE 2DQ0.00 TO i30DE 200�.40 IS CODE = 7 »»>USER SPEC�FIED HYDROLOGY It3FORM..�TION AT i�iOl]E««< � --------------------------------------------------------=----=-------------- • USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN} = 15.50 RAIN INTENSTTY(INCH/HOUR} � 3.56 TOTAL AREA{ACRES) = 18.43 TOTAL RUNOFF(CFS} � b4.60 w***w++*f+*�,*�+a+�*wr*ttt+trt+ff*w++++t**+*r+*+aa�+++.***,r***xrt,r*,k**++**�**r+ FLOW PROCESS FROM NODE 20Q0.00 TO NODE 2010.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIN3E THRU SDBAREA« «< »»>USING COMP(TTER-ESTI�SATED PIPESIZE {NON-PRESSURE F"LOW) ««< -----------------------------.._____--____--__--------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET} = 280.58 DOWNSTREAM(FEET) = 279.73 F�ow LFNG�H {��ET �= 3 9. 0 0 rfarirrz�c � s rr = 4. 013 DEPTH OF FLQW IN 33.0 INCH PIPE I5 24.4 INCHES PFPE-FLOW VELOCITY(FEET/SEC.} = 13.71 ' ESTIMAT�D PIPE 17IAM�,"I'ER{IT7�H} = 33.DD NUMBER OF PIPES = 1 P�PE-FLOW(CFS} � 64.60 P�PE TRAVEL TIME{MIN.) = 0.05 Tc(MIN.) = 15.55 LONGEST FLOW1'ATH FROiyI NODE O.bO TO NODE 2Q10.00 = 39.00 FEET. xxx*x++**x+i**+:*trtyr*+*rt*r+*y*tt*+tfsttt+*****++.a*xx�w*a�wwwxx***xx+w*�+i.*i. FLOW PAOCESS FROM N4DE 2010.00 TO NQDE 2010.04 IS COD� = 1 ----------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STRF�M FOR CONFLUENCE« «< -------------------------------..___..---------------------------------------- --___---_-----------------------------------------------..____-------------------- TOTAL NUMBER OF STREAi+fS = 3 CO�IFLUENCE VALUES USED FQR II3DEPENDEN'£ STREAM 1 ARE: TIME OF COAiCEN'tRAT�ON(MIN.) = 15.55 RATNFALL IId'PENSITY{INCH/HR) = 3.55 TO`TAL STREAM P.�tEA ( ACRES )= 1 B. 4 3 PEAK FLOW RATE{CFS) AT CONFLUENCE = 64.64 • ii+�ri.+i*t�+++++*f*tt*******rr**w+***ww*x**i.*x*,t*+++*f��r*t�r****tY*k*rr**++tt* FLOW PROCESS FROD4 NODE 2100.00 TO NODE 21�0.00 I$ CODE = Z1 ----------------------------------------------------------------------------- »»>RATIOAIAL METHOD INITIAL SLFBAREA ANALYSIS««< *F]SER SPECIFIED ( SiFSARSA} : USER-SPECIFIED RU230FF COEFFICIENT = .7D40 5. C. S. CURVE IdiJMBER ( Ai�3C I F) = D Ii�]ITIAL SUBAREA FLOW-LENG'PH = 140.00 UPSTREAM ELEVATION = 299.20 DOWDISTREAM ELEVATION = 297.41 ELEVATION DIFFERF.I�FCE = 1.79 uxsArr sva� ov�x�.arrn TZM� p� F�ow f Mirr[rr$51 = 7. 849 100 YEAR RAI3�iF'ALL iNTENSI'iY ( INCH/HOUR} = 5. 515 S[JBAREA RUNOFF{CFS} = 1.20 TOTAL AREA(AC1�ESi = Q.31 TOTAL RUNOFF(CFSi = 1.20 r�xxxx,tx++tt+**+s*�r*4rY+t�t*r+***++*+++ttt*t+rt+*�*+.x*wxi��*****+i.t*+++f�f�+f FLOW PROCESS FROi�S NODE 2110.00 TO i�IODE 212Q.D0 IS CODE = 61 »»>COMPti''I'E STREET FLOW TRAVEL TIiy3E TF-IRU SUSAREA««< »»> LSTANDAR.D C�RB SECT�QN USEDi ««< UPS'PREAMJEI,EVATION{FEET} � 297.41 DOWNSTRE.�.M ELEVATIONIFEETj = 291.64 STREET LENGTH(FEET) = 580.00 CURB 1-IEIGHTIINCHES) = 6.0 STREET HALFWIDTH(FEET) = 53.00 DIS'�`RNCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 48.04 �NS�BE STREET CROSSFALL{I3ECI�SAL1 = 0.020 � OUTSIDE STREET CROSSFAI,L{p�CIMAi�) = 0.020 • r1 �J • SPECTFIED N[FMBER OF HALFS`I'REETS CARRYING RUNOFF = 1 STREE'I' PARKWAY CROS SFALL ( DEC IMAI� ) - 0. 0 2 D N3anning's FRICTION FACTOR for Streetflow 5ection(curb-to-curbi = 0.0150 Manning's FRiCTION FACTpR for Back-of-Walk Flow Section = 0.0200 �'TRAVEL TIME COMPiiTED USII3G ESTTMATED FLpW(CFS) S'T'i2EETFLOW MODEL RESULTS USING ES`i'IMATED F�,OW: STREET FLOW DEPTIi{FEET� = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.77 AVERAGE PLOW VELpCITY{FEET/SEC.) = 2.32 PRODUCT OF DEPTI-i�VELpCITY{FT*F`F/SEC.) = 0.79 STREET FLOW TRAVEL TIME(MIN.j = 4.16 'i'c1MIN.) 140 YEAR FtAINFALL INTENSITY 1131CH/HOUR1 = 4.�92 USE�t-SPECEFIED RUNOFF COEFFICIEN'I` _ .9500 S. C. S. CURVE NiJMBER {}�C I I? = 92 = 2.97 = 12.Q1 SUSAREA AREA(ACRES? = 0.$g SLTBAREA RUNOFF(CFS} = TO'I`AL AREA{ACRES} � 1.20 PEAK FLOW RATE(CFS) _ 3.54 4.74 END OF SiTBAREA STREE'i' FLOW I-IYDRAULICS: DEPi'H(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEE'F} = 13.D2 FLOW VEI,OCI'FY(FEET/SEC. j= 2.62 DEP'I'H*VELOCITY{FT*FT/SEC. )= 1.01 LONGEST FLOWPATH FROM NODE 2100.Q0 Td I30DE 2120.OQ = 720.00 FEET. YrYr i� Y� # k#**� #tt�'k'1'*Y'Y #i! f Y Y f Y YtYti it # ttlY ##* *t t�k*t'ktkYrikYi Yi* f f hYr *ik xYr*Yci�**i� *iFYri� *Yr** FLOW PRpCESS FROM NODE 2120.00 Td NODE 2010.00 IS COAE = 31 ----------------------------------------------------------------------------- »»>COMPi7TE PIPE-FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING CQMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««� --------------------------___.._____.._____....__-------------------------------- ---------------------------------------------------------------__��_____--_----__ ELEVA�'IpN DA'FA: i3PSTREAM(FEET} - 288.b0 DOWi�iSTREAM(FEET} � 279.73 FLOW LENGTH{FEETj = 380.00 �7ANNING'S N= 0.013 ESTIMA'FED PIPE DIAI�4ETER{�NCH} INCREASED TO 18.000 DEPTH OF FLOW IN 1B.4 INCH PIPE IS 7.0 INCHES PIPE-FLpW VELOCITY(FEET/SEC.i = 7.45 ESTTMA'i`ED PIPE DI.AI�4ETERfINCH} = 18.00 NLTMBER OF PIPES = 1 PZPE-FLpWfCFS? = 4.74 � PIFE TRAVEL 'FIME(MIN.} - 0.85 Tc(MIN.) = 12.85 LONGEST FLOWPATH FROM NODE 2100.DQ TO NODE 2010.00 = 1100.00 FEET. ��i.+*+r**r+t**ff**t+*+�*a***r****++*+**rr***�w**�+*i.+*#*i.r�if+t+a++i.�r**��** FLOW PROCESS FA02�i NODE 2D10.Q0 TO NODE 2010.00 IS CODE = 1 ---------------------------------------------------__---__-------------------- »»>�ESIGNA'i'E INDEPENDENT S�'REAM FOR CONF�,UENCE«�<a ----------�----------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPFNDENT STREAM 2 ARE: TIME OF CONCENTRATION(MTN.) = 12.86 RAINFALL INTENSI'T'Y(TNCH/HRj = 4.D1 TQTAL STRF.AM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CflNF'LUENCE = 4.74 +*�*++*�..,...**+******�*.++,r+*+r**+�+**�.+�rw�w�r�*.*+***,.+*++*t**�*+++**+..*+ FLOW PROCESS FROM NODE 2200.00 TO NODE 2210.00 I5 CODE = 21 ----------------------------------------..__..___----------------------------- »»>RATIONAi� METHOD INITIAL, SUBARF� ANALYSIS««< _____________________.._�---------------------------------------------------- -------------------------------------------------_�__------------------------ USER-SPECIFIED RUNOFF COEFFICIENT = .9560 S.C.S. CURVE Nt3MSER LAMC II} - 92 INITIAL SUBAREA FLOW-LENGTH = 150.00 UPSTREAM E�EVATION = 292.84 • DOWNSTREAM ELEVATION = 268.74 ELEVATTQN DIFFERENCE = 4.10 URBAN SUBAREA OVERI.A2dD TIME OF FLOW{MINUTES) = 2.365 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NO[�pGRAPH DEFINITION. EXTI2APOLA'PION OF NOMpGRAPH USED. TIME OF CONCENTRATION ASSLFMED AS b--MINUTES 1D0 YEAR RAINFAiL INTENSTTY{�NCH/HOUR) = 6.559 sc.rB�� xur�a��ic�s1 = �.2s TOTAL ARF.A ( ACRES )= 0. 2 a TO'I`AL RiJDiOFF ( CFS f= 1. 2 5 *******»*�*******************f**++xt*,r,rwwwwwv.w++**�*�**,r***«*****�**+*****+* FLOW PROCE55 FROM NODE 22I0.00 Tp NpDE 2220.Od IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPiT'I'E STREET FLOW TRAVEL T�ME THRU SUBAREA««< » »>{STPNDARD CURB SECTION USED} «« < ---------------------------------------------------------------_--------------- ----------------------------------------------_------------------------------- UPSTREAM ELEVATION(FEETj = 288.74 DOWNSTRF.AM EL�IATION(FEET� = 283.65 STREET LENGTH(F�ETf = 345.OD CURB H�TGHT(II�CHES) = 6.4 STREET HAI�FWIDTH(FEET) = 53.OD DISTANCE FROM CROWI3 TO CROSSFALL G�2ADEBREAK(FEE'T'f = 48.00 INSIDE STREET CROSSFAL�,(DECIMAI�} = 0.02Q OU'i'SIDE STREET CROSSFAi�L(DECI2�AL} = 0.020 SPECIFIED NTJMF3ER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PAR�CWAX CROSSFALL(DECIMAI,} = 0.020 Manni.ng's FRICTION FACTOR for Streetflow Section(curb-to-curb} = 0.0150 Manning'S FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TI[�E COMPUT�A USII3G ESTIMATED FLOWfCFS) = 3.00 • STREETFLOW N30DEL RESULTS USING ESTIMATED FLOW: STRE�T PLOW DEPTH ( FEE'I' }= 0. 3 2 NAT,FSTREET FLOOA WIDTH(FEET} = 9.g2 AVERAGE FLOW V�LOCITYIFEET/SEC.) = 2.72 PROAiJC�' OF D�PTH&VELOCITY(FT*FT/SEC.} = p.$$ STREET FLOW TRAVEL 'FIME[MIN.) = 2.11 Tc{MIN.) _ $.Il 100 YEAi3 RAINFALL �NTENSITYIINCH/HOUR} = 5.399 USER-SPECIFIED RUNOFF COEFFICIENT = .9504 S.C.S. CURVE NUMBEA (AMC IIy = 92 SCTBAREA AREA{ACRES) = 0.6$ SLTBAREA AUNOFF(CFS) = 3.49 TO'I'AL, AREAfACR�S) = 0.8B PEAK FLQW RATE(CFS) = 4.73 END OF SUBAREA S'I`REET FLQW HYDRAULICS: DEPTH{FEET} = 0.37 HALFS`1'REET FLOOD WIDTH(FEET) = 12.08 FLOW VEi�OCITY(FEET/SEC.j = 3.00 DEPTH*VELOCITY(FT*FT/6EC.} = 1.10 LONGEST FLOWPATH FROM NODE 2200.00 Tp NpDE 2220.00 = 495.OD FE�T. ****»****,r*«*r**,r**,r*++t**f*ft**�ww*r*wr,r*www*****+*�t*r*�***�+*,r****a***+*� FLQW PROCESS FRO�I NODE 2220.OD 'PO NODE 2010.00 IS CpDE = 31 --------------------------------------------------------------�_..___-------- »»>COMPUTE PIPE-FL4W TR.AVEL TIME THRU SiJBAREA«¢« » »>USING COMPUTER-ESTIMATED P�PESIZE (NOi�1-PRESSURE FLOW} « «< ---r..______�___�_�---------------------------------------------------------- ---------------------------------------------------------------_------------- ELEVATION DATA: UPSTREAM{FEET} = 280.46 DOWNSTREAS�S(FEET) = 279.73 FLOW LENGTH(FEET) = 112.00 MANNING'S N= p.D13 ESTIMATED PIPE DIAMETER{INCH) INCREASED TO 16.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.Q �NCHES PIPE-FLOW VELOCITY(FEBT/SEC.) _ �4.66 ESTIMATED PIPE DIAMETER{TI�CH) = 78.p0 NUMBER OF PIPES = 1 PIPE-FLOWfCFS) = 4.73 � P�PE TFZAVEL TIME (N3II3. ?= fl. AO 'FC (MIN. J= 8.51 • LONGEST FLOWPATH FROM NODE 22p0.00 TO NODE 2010.00 = 6D7.00 FEE"I'. .*******�.******r*+**.*.«.*.««.***�*.**+.tt+++t****.���++��+*++�*++��**�..++ FLOW PROCE55 FROM NODE 2014.00 TO NODE 201Q.OD IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAI� FOR C4NFLUE[dCS««< »»>p.ND COMPUTE VARIOUS CONFLUEI3CED STREA2+5 VALUES««< __------------------ TOTAL Ni.JMBER OF STREAMS = 3 COi�iFLCTEidCE VALUES USED FOR ENDEPEi3DENT STREAM 3 AR.�: TIN3E OF CONCENTRATION(MEN.} = 8.51 RAIAiF'ALL INTENSITY(�NCH/HR} = 5.23 TOTAL STREAM AREAfACRES) = 0.88 PEAK FLOW RA'i'E(CFS} AT COidFLUENCE = 4.73 ** CONFLUENCE DATA ** STREAM RUNOFF Tc TNPENSITY AREA NUMBER {CFSj (MII3.) (INCH/HOUR) ' (ACRE} 1 64.60 15.55 3_Sk9 16.43 2• 4.74 12.85 4.012 1.20 3 4.73 8.51 5.234 0.88 RAINFALL INTENSITY P.ND TIME OF CONC�NTRA'I'xON RATTO CONFLUENCE FOR[�4ULA USED FOFt 3 STREAMS . ** PEAK FLOW RATE TASLE ** STREAM RUNOFF Tc YN'PENSITY NUMBER (CFS) {MIN.) (INCH/HOURj � 52.17 8.51 5.234 2 65.52 t2.$6 4.012 • 3 72.00 t5.55 3.549 - CdMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE{CFS) = 72.00 Tc(MIN.) = 15.55 T4TAL AREA(ACRESj = 20.51 LONGEST FLOWPATH FROM NOQE 2100.00 TO NODE 2010.00 = 1100.00 FEET. *********,,,.*..*x*****+**+,.3*+++t+*+.*.*t�*.x�s,.w*..�*w*�***+*+**�+****��***,.,. FLOW PROCESS FROM NODE 2010.OD TO NODE 2020.00 IS CODE = 31 -----------------------------------------------------------------------______-- »»>COI�fP[J�'E PZPE-FIAW 'i'RAVEL TIME THRET SUBAREA««< » » >[TSING COMPUTER-ESTEMATED PIPESIZE {NON-PRESSURE FLOW} « « < ----------------------------------�__--___--_--____--------------------------- --_--__------------------------------------------------------------------------- ELEVA'I'TON DATA: UPSTREAM(FEET) = 279.73 DOWNSTREAM(FEET) = 278.67 FLOW LENGTH{FEET) = 6D.44 MANNING'S N= 0.413 DEP7'H pF FLOW IN 3b.p I2+)CH PIPE IS 2&.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.Q5 ES`d'IMATED PIPE DYAMETER(iNCi-F) = 36.44 I3LFMBER OF PIPES = 1 PEPE-FLOW(CFS} - 72.04 PYPE TRAVEL TIME{MIN.) = 0.0$ TC(MIN.j = 15.62 LQNGEST FLOWPATH FROM NOD$ 21QO.Q0 TO t�FODE 2D24.00 = 1160.00 FEET. ------------------------------------------------------------------------------- ---------------------------------_--__------------------------------------------ END pF ST[TDY SUMMAFtY : Tp'I'AL AREA(ACRES) = 20.51 TCIMIN.} = 15.62 PEP.K FLOW itATE ( CFS } = 7 2. 0� ----------------------------------------------------------------------------- __--------____----------------------------------------------------------------- END OF RATIONAI, ME�'HOD ANALYSIS • �� APPENDIX 3.7 SYSTEM 901.5 S�� P� � / / �� iiyA�2 o c o�y � �� �� APPENDIX 3.8 SYSTEM 902.5 SE� pA - �/ T� y�,�Qo �.o�y • � � � APPENDIX 3.9 SYSTEM 1200 (PA-l2} � � +*t*Wfr#*r+***tfsw*tr�*t++��f+ftr*�t*�r�+*+�*�+*+*w****�*k***++****x�******+ RATiONAL METHOD HX]aROI,OGY COMPUTER PROGRAM PACKAGE Reference: SAt3 DYEGO COEJN'FY FLOOD CONTROE, D�STRICT 1985,1981 HYDROLOGY MP.NUAL (c1 Copyright 19$2-2Q01 Advanced Enginaering Saftware (aes} Ver. 1.5A Release Date: 41/01/20Q� License ID 1509 Analysis prepared by: PROJECTDESIGN CONSULTAN'P5 70� B STREEi', SUITE $00 5AN DIEGO, CA 92101 (619} 235-6471 *tr��+*,r**�+ff�++++i*t*+++ DESCRIPTIQN OF' STUDY **x«*w,�x�r�r.*�***********�� * RESYDENTIAL LOTS ITYDROLOGY • + * PLANNING AREA 12 - BAESSI RANCH * * SYSTEM 1204 * *tt*tr++++tf+**++++�**++ttf*t**++*ttffrrf++**ti*+rir*++tss*r**+y*�wtri.+�vr�+w+ FILE NAD4E: C:\2244\Z201.DAT TYMElDATE OF STi3DY: 09:55 46/26/2002 ---------------------------------------------------------------------------- USEit SPECIF�ED HYDRO�,OGY AND HYDRAULIC MODEL IDiFORMATION: ---------------------------------------------------------------------------- 1985 SAN DIEGO I�4AAIIJAL CRI`FERIA USER SPECIFIED STORM EVEN't(YEARy = lOQ.60 • 5-HOUR DURATION PRECIPITATION (INCHESj = 2.900 SPECIFIED MINIMUM PIPE SIZ�(INCH) = 18.00 SPECIFIED PERCENT OF GRADI�NTS(DECIMAL) TO USE FOR FRICTION SLOPE = Q.90 5AN DIEGO HYDROLOGY NSANUAL "C"-VALUES USED FOR R.ATIONAL N3ETHOD � NOTE: ONLY PEAK CONFLUENCE VAi�tiES CONSIDERED *USER-DEF�NED STREET-5EC'�'IONS FOR CQUPLED PIPEFLOW AND STREETFLOW MODEL* HAT,F- CROWN 'i'O STREET-CR05SFALi�: CURB GUZ"PER-GEOMETRIES: MANNING WIDTH CR05SFALL IN- / OUT-/PAftK- HEIGfiT WIDTH LIP H3KE FACTOR N0. (FT} (FT} SIDE / SIDE/ WAY (F'i`) {FT} (FT} {g'I'} (nj 1 20.0 15.0 �.420/0.020/O.Q20 0.50 1.50 0.0312 0.}�25 0.01'75 GLOBAL S`FREET FLOW-DEP`£H COAISTRAINTS : 1. Relative Fl.ow-Depth = 0.5D FE�T as iMaximum AJ.].owable Street Flow Depth) -;Top-of-Curb} 2. (Depth}*{Velaca.ty) Constraint = 6.0 (FT*F'i/5� *SIZE PZPE WT'i'H A FLOW CAPACITY GREATER THAN OFt E¢UAL TQ 'THE UPSTREAM TRIBUTARX PIPE.* �***********�+**�t*�r.+«**++***+*+******.*****�**�+*******,.***+*.,********+��+ FLOW PFtOCESS FFtOM NODE 1201.04 TO NODE 1202.00 IS CODE = 21 »»>RATIONAL METHOP Ii3IT�AL SUBAREA P�i�iALYSIS««< • SINGLE FAMIi,Y DEVELOPMENT RUNOFF COEFFICEENT =.55QD SOIL CLASSIFICATIdN IS 'D" S.C.S. CURVE NUMBER (AMC IIj = BB INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 223.34 DOWNSTREAM ELEVA'I`ION = 222.00 • � ELEVATION DIFFEE2ENCE = 1.30 r�� � i • URBAN SUBAREA p1TERLAND TIME OF FLOW(MIN[7TES) = I1.2$8 1a0 YEAR RAINFALL INTENSI'FY { TNCH/I-iOUR) = 4.363 SUBAREA RUNOFF(CFS) = 0.31 TOTAL AREA (ACRES) = 0.�3 'i'4TAI. Ft[JNOFF (CFS? = 0. 31 1**'�'1'1�"�' Y f Y#y! * f�k1; YY t#t tttt# t i t*tt * f t** **ik** Yr Yr iF *Yr*Yr**t ttk�Jr**t t**ir'k****ti***i f FL4�^i PROCESS FROM NODE 1202.00 TO NODE 1202.10 IS CODE = 62 »»>COI�iPiJ'I'E STREET FLAW TRAV�L 'I'iME 'THRU SUBAREA««< »»> { STREET TABLE SECTIOid �k 1 USED) ««c CTPSTREAM ELEVATION(FEET) = 222.04 D04JNSTREAM ELEVATION(FEET) = 182.20 STREET LENGTH(FEET) = 659.QQ CURB HEIGHT(ID}CHE51 = 6.0 STREET HAI�FWIDTI-i{FEET} = 20.QQ DISTANCE FROM CROWN Td CROSSFALL GRADEBREAK{EEET� = 15.OD INSIDE STREET CROSSFALL(DECIMALj = Q.a20 OU'3'SIDE STREET CROSSFALL(DECIMAL) = D.D20 SPECFFIED �iIJMBER OF HAI�FSTREETS CARRYING RUNdFF = 1 STREET PARKWAY CROSSFALL(DEC�MALf - Q.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0375 Manning's FRICTION FACTQR for Back-of-Walk Flow Section = 4.0149 �*TRAVEL TIME COMPUTEI? iJSING ESTIMA'iED FLOW{CFS) _ STREETFLOW M�DEL RESULTS USING ESTIMATED FI�OW: 5'I`REET FLOW DEPTH ( FEET )= 0. 2 6 HALFSTREET FLOOD WIIYiH(FEET) = b.49 AVEFiAGE FLOW VELOCITY(FEET/SEC.1 = 3.83 PRODUCT OF DEP'I`H&VELOCITY(FT*FT/SEC.} = Q.98 STREEi` FLOW TRAVEL TIME{MI3d.} = 2.$6 TC(M�N.) = 14.15 100 YEAFt RAI�IFALL Iid'I'ENSITY { INCH/HOUR} = 3. 771 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT =.5500 SOIL CLASSIFICATION IS 'D' S.C.S. CURVE N[TMBER (AMC II} = BB SUBAREA AREA(ACRESj = 1.69 SUBAREA RUNOFFSCFS) _ TOTAI, AREAIACRES) = 1.B2 PEAK FLOW RATE{�FS) _ 2.07 3.51 3.a2 ENFJ OF SUBAREA STREET Fi�OW HYDRAULICS: DEPTH(FEET} = 0.30 HALFSTREET FLOOD WIDTHIFEET) = 8.66 FLOW VEi,OCITY(FEET/5EC.1 = 4.40 DEPTH*VELOCITX(FT*FT/SEC.} T 1.32 LONGEST FLOWPATH FROM NODE 1201.00 TO NO1�E 1202.10 = 7$9.00 FEET. *tt *******�r***�FYrYrM'*M * *Y� * ** *Yc�k i� * ** * * f **Yr** *****# *i�#* f i i# i#*i #�Y y� �YiF* �i 4�kY f �f �YY�Y # FL�F7 PROCESS FROM A30DE 1202. 10 TO EVODE 1244 . DD iS CODE = 31 -------------------------------------------___------------------------------- »»>COPSP[TI'E PIPE-FLOW TRAVEL TINiE THRU SUBAREA««< »»>USING COMPi7'PER--ESTIMATED PIPESIZE {NON-PRESSURE FLOW) ««< ----------------------------------------------------------------------------- ----------------__--_-___-------------_____------------------------------------ ELEVATIO[d DATA: UPSTAEAM[PEETj = 162.20 DOWNSTREAM(FEET} = 182.00 FLOW LENG'FH(FEETj = 9.Qd MANNING'S N= 0.013 ESTI[�3ATED PIPE AIAMETER(INCH] TNC}�EASED `PO 18.000 DEPTH OF FLdW IN 18.0 INCI-I PIPE IS fi.2 INCHES PIPE-FLOW VELOCITYfFEE`I'/SEC.) = 7.09 ESTI[�4ATED PIPE DIAMETER(INCH) = 18.04 NLJMBER OF PTPES = 1 PIPE-FLOW(CFS1 = 3.$2 PIPE TRAVEL TIME(M3N.) = O.D2 'FC[MIN.) = 14.7.7 LONGEST FLOWPATH FROM NODE 1201.04 `i'O NODE 12D4.00 = 798.00 FEET. �*r,�,�����*�**+.*+�*�+*+..*�***+.*�*�*****.*.******.**.*.*..*++.**��*#��***+. FLOW PROCESS FROM NODE 12D4.04 TO NODE 1204.OD IS C017E = 1 � ----------------------------------�_------------___-___�_�-_---------------- »»>DESTGNATE INDEPEI3DEN`P STREAM POR CONFLUENCE««< TOTAL NU3+ffiER OF STREAMS = 2 CONFLUEN3CE VALUES USED FOft INDEPENDENT STREA2�4 1 ARE: TIME pF CO[dCENTRATiQN(MIN.] = 14.17 RAiNFALL iN'T�ISITY { INCI-I/HFt) = 3. 77 TOTAL STR.F.AM AREA{ACRES} - 1.82 PEAK FLOW RATE(CFS) AT CONFi,UEi�iCE = 3.82 +**tt.***+++*t:�++*+tt++**�**�+++++*+*t�*+.��.+*t�t+..�:+*+�..�.,.*++*+*+�+*� FLOW PFtOCESS FR�M NODE 1203.00 TO NODE 1203.10 IS CODE = 21 -----------------------------------------------------_-____-_-__-_----------- » » >RATIONAL METHOD INITIAi. SUBAREA ANALYSIS« « < ---------------------------------------------------------------------------- STNGLE FAMILY DEVELOPMEN'P RUNOF'F COEFFTCIENT =.5500 SOIL CLASSIFICATION IS "D" S. C. S. CL3RVE NUMBEit ( AMC I I) = 8 8 INI`F`IAL SfFBAREA FLOW-LENGTH = 117.00 iTPS'4`REA2�4 ELEVATION = 201.30 DOWNSTREAM ELEVA'i'ION' = 200. 10 ELEVATIOI3 DIFFERENCE = 1.20 UABAN Si3BARF.�1 OVERi�AND 'i`EME OF FLOW i MINVPES )= 10 . 619 i0Q YEAR RAINFALL INTFNSITY ( I�ICii/HOUR) = 4. 539 SUBAR£A RUNOFF(CF5) = 0.40 TO'i`AL AREA{ACRE5) = 0.16 TOTAL RUNOFF(CF5) = 0.40 +*t+rt+t+****+*+**tt***�t+*w*+++++****:ft+t�t*++ttt+**r*++***tf*+**r�y.*xW>xw,r FLOW PROCESS FROM NODE 1203.10 TO NODE 1203.2D IS CODE = 62 ---------------------------------------------------------------------------- � »»>COMPUI`E STREET FLOW TRAVEL TIME THRU SUBAREA«« < »»>(STREET TABLE SECTION # 1 USED) « a« --------------------_-_____-------------------------------------------------- ---------------------------------------------------------------------------- UPSTRF.AM ELEVAT�ON(FEET) = 200.10 D{?WNSTREAM ELEVATION{FEET) = 182.40 STREET LFNGTH(FEETf = 253.00 CURB HEIGfiT(INCHES} = 5.0 STREET HALFWIDTH(FEE'F} = 20.00 DISTAt�FCE FFtOt+3 CROWi3 TO CR05SFAIsL GRADEBREAIC(FEET] = 15.00 INSIDE S'i'REET CROSSFALE�(DECIMAL} = 0.020 QUTSIDE STREET CROSSFALL(DECIMAL,} = 0.020 SPECIFIED NiiMSER OF fiALFSTREETS CARRYIAIG gUNOFF = 1 STREET PARIfWAY CROSSFALL(DECIMAI�) - O.D20 Manning's FRICTION FACTOR for Streetflow 5ection(curb-ta-curb) = 0.0175 Manning's FRICTION FACTOR �or Back-af-Walk Flow Section = 0.0149 **TRAVEL TIME COMPiiTED US�NG ESTIMATED FLOWfCF51 = 1.10 STREET�'LOW MODEL RESULTS IISING ESTIFIATED FLOW: STAEET FLOW DEP'I'H ( FEET} � Q. 21 HAT,FSTREET FLOOI3 WIDTI-I(FEET) = 4.26 AVERAGE FL4W VELOCITY{FEET/SBC.) = 3.67 PRODUCT OF DEP'�'H�VELOCiTX(FT*F'T/SEC.1 = 4.78 STREET FLOW TRAVEL TIME{MIN.) = 1.15 TCIMIN.j = 1i.77 �40 YEAR RAINFALL INTENSITY(II3CH/HDL1R� = 4.24B SINGLE FAMILY DEVELOPMENT RUI30FF COEFFICIENT =.5500 SQiL CLASSIFICA'iIDN �S "D' 5.C.5. CURVE NUMBER {AMC IIf = BB SUBAREA AAEAiACRESI = 0.60 SUBAREA RUNOFFiCFS} - 1.40 TOTAL AREA{ACRES} = 0.76 PEAK FLOW RATE{CFS} = 1_8D . END OF SUBAREA STREET FLOW HYDRAULICS: � � . DEPTH(FEET} = 0_24 HALFSTREET FLOOD WIDTH(FEETj = 5.79 FLOW VELOCITY{F�ET/SEC.} = 3.97 DEPTH*VELOCITY(FT*FT/SEC.} = 4.96 LONGEST FLOWPATH FROM NODE 1203.00 TO NODE �203.20 = 370.00 FEET. ��+tfrww�w+tt+�t**+***t***r**+�**�*******�****�***WW**�++rr*�*+*+++*****++fr FLOW PROCESS FROM NODE 1203.2� TO NODE 12Q4.00 IS CODE = 31 ---------------�__---------------------------------------------------------- »»>COMPT3TE PIPE-FLOW TRAVEL TIME THRU SUBAREA« «< »»>USING COMPUTER-ES'I'IMATED PIPESTZE (NON-PRESSLTRE FLOWj ««< ----------------��-__--------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) _ �82.40 I]OWNSTREAM(FEET) = 162.00 E'LOW LENGTH(FEETJ = 22.00 MANNING'S N= 0.013 ESTIMAT�B PIPE DIAMETEA(I[dCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 I[dCHES PIPE-FLOW VFLDCITY{FEE'I`/SEC.) = 5.29 ES'T'IMATED PIPE DIAMETER{INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS} = 1.80 • PIPE TRAVEL TIME{MIN.} - 0.07 Tc(MIN.j = 11.64 LONGEST FLOWPATH FROM NODE �203.00 TO NODE 1204.00 � 392.d4 FEET. x*x *♦r+* *#� Y�tlr'1' #* **+�+itt+irt *iir+�c� �riryrir*+�ky.y.w * x�r�r* *,r* **#**V�#ir�Yr+�vrw,rk�::f Yi�i�4 f x f i�i� FLpW PRpCESS FROM NODE 1204.d4 TO i�IODE ].204.00 IS CpDE = 1 _____--_---------------------------------------------------------------------- »»>17ESIGNATE INDEPENDENT STREAM FOR CONFLUF.I+iCE«��< »»>AND CQMPLPPE VARIOUS CONFLUENCED STREAM VALUES«« � TO'I`AL NUMBER OF STAEAMS = 2 CON�'LC7ENCE VALUES USED FOR INDEPENDENT S'I'R�AM 2 ARE: 'FiME OF CONCENTRATION(MIN.) = �1.84 R.AINFALL �N'FEI�SITY(INCH/HR) = 4.23 TQTAL S`I'REAM AREAfACRES) = 0.76 ' PEAFC �LOW RATE(CFSJ AT CONFLUENCE = 1.84 * * CONFL(IENCE DATA * * STR.EAM AUNOFF Tc IN�'ENSITY AREA NiJMBER (CFS} (MIN.) (INCH1F30UR} (ACRE) 1 3.82 14.17 3.767 1.82 2 1.60 11.$4 4.232 0.76 RAINFALL iNfiENSITY AND TIME OF CONCENTRATION RATIQ CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREA�! RUNOFF Tc IN'I'ENSiTY NiIMBER (CFS} (MIN.) IINCH/HOUA) 1 5.20 11.84 4.232 2 5.42 14.17 3.7b7 COMPUTED CONFLiJENCE ESTIMATES ARE AS FpLF�OWS: PEAK FLOW RATE(CPS) = 5.42 Tc{MIN.) _ TO'I'AL AREA(ACRES} - 2.58 LONGEST FLOWPATH FRONI NODE 1201.p0 Tp NODE 14.17 1204.00 = 798.OD FEET. *Yc* #�"A'Y�1"l'k * t t ****** * * *Yr'k**'k **iFYrYr**Yr*�k * * * * * ***** # # �#t �'1{'�'t *i�* f * # ******** * * *** FL4W PROCESS FROM NODE 1204.00 TO NODE 1204.9D I5 CODE = 31 ----___-----------------------------------------------_�---------------------- »»>COMPUTE PIPE-FLOW TFtAVEL TIME `FHRU SUBAREA««< » » >USTNG COMPUTER-ESTIMATED PIPESIZE (NON-PRESSUAE FLOW}« «� ^ELEVATIQN DATA UPSTREAM(FEET) = i82.40 DOW�+ISTRFAM[FEET) = 173.D4 FL4W LENGTH{FEET) = ll9.00 MANNING'S N= 4.013 � ES'i'IMATED PIPE DTAMETER{II�CH� INCREASED TO 1$.D00 DEPTH OF FLOW IN 18.4 INCH PIPE IS 5.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.} = 12.Q7 ESTINiATED P�PE DIAMETER ( I�ICH} = 18 . 40 NiFMBER OF P�PES = 1 PIPE-FLOW(CFS) = 5.42 PIPE TRAVEL TI[�E(MZN.) = 0.16 `FC{�IN.) = 14.34 LONGEST FLOWPATH FROM 23017E 1201.00 TO NODE 1204.90 = 917.00 FEET. �+*�**««**..*�*�,.,.**********�*+�**v.+r*�**+*��+*********+.x.*++�**�**t:***..+� FLOW PROCE55 FROM NODE 1204.90 TO NODE 1204.90 �S CODE = 1 --------------------------------------------------------------------------____ »»>DESIGNATE INi?EPE1dDENT STFtEAM FOR CONFLUENCE««< --_�----------- TOTAL NUMBER OF 5'FREA�SS = 3 COb}FLUENCE VALUES USED FOR INAEPENDENT STREAM 1 ARE: TIME OF CQNCENTRATION(MIN.) � 14.34 RAINFAi�L INTF.i�1S�`FY ( It+�CH/HR) = 3. 74 TOTAL STREAM AREA(ACRES) = 2.58 PEAK FE�OW RATE{CFS) AT CpNFLUENCE = 5.42 #i *t�k �k 1 f 4fi f***iY i�l*Y�f *YiFi t��k#****i� Mi! YrYriF�kM iF**Yr� �*tt*t ftt#t##i y� Y f1��f##}** **** FLOW PROCE55 FR4M NODE 12a4.10 TO NODE 1244.2fl IS CODE = 21 --------------------------------------------------------------------------_-- »»>RAT�OAiAL METHOD INITIAL S4JBAREA ANALYSIS««< SINGLE FAMILY DEVELOPMENT RUI30FF COEFFICIEN'P =.5500 SOIL CLASSIFICATIOI3 �S "D" S.C.S. CURVE NUMBER {p,MC IIi = 88 ZN��'IAL SUBAREA FLOW-LENGTH = i39.00 UPSTREAM ELEVATI03�i = 201.70 � DOWNSTREAM ELEVATION = 20D.30 ELEVATION DIFFEREiQCE = 1.40 UR�LN SiTBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.644 14D YEAR RAINFALL iNTENSI'PY(YNCH/HOUR) = 4.277 SUBAREA RUNOFFfCFS} - 0.35 TOTAL AREA {ACRES }- 0. 15 TOTAL RUi�IpF�' ( CFS )= 0. 3 5 f**# * t*f t# #* i t##* f f f YY# 1��r�4*k 1 yr *** *** *�k ** f*k k*yr*'k* ***** 1� �k* #*t�! #*tYr�Y �4Y�*�IrY* f*Y� i FLOW PROCESS FROM NODE 3204.20 TO NODE 1204.30 IS CODE = 52 ----------------------------------------------------------------------------- »»>C0�4Pi7'I'E 5`FAEET FLOW T4tAVEF. TIME THRU SUBAREA««< »»> ( STREET TABLE SEC`i`ION # 1 T3SED) ««< -------��__�__�__--_--------------------------------------------�..__-----___--_ -------------------------------------------_--_------------------------------ UPSTFtEAM ELEVATION(FEET} = 200.30 DOWNSTRE.�,M ELEVATION(FEET) = 173.90 STREET LENGTH{FEETj = 529.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEE'i`) = 20.00 bISTANCE FRdM CROWN TO CR05SFALL GRADEBREAK(PEET} = 15.00 TNSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 $PECZFZED NUf4BER dF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFRLL(DECFMAL) = 0.020 Manning's FRICTION FACTOR for 5treetflow Section{cuxb-Co-curb) = fl.41.75 Manning's FRICTION FACTOR for Back-of-Walk FJ.ow Sec�ion = 0.0149 **TRAVEL TIME CO�IP[J'PED USING ESTIMATED FI,OW(CFS) = 1.43 STAEETFLOW MODEL RESULTS LTSING EST�MATEI] F�,OW: S'I`REET ELdW DEPTH(FEE'E`j = 0.24 HALFSi`REET FLOOD WIDTH(FEETf = 5.56 � AVERAGE FLOW VELOCITY{FEET/SEC.} � 3.34 � PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.} = 0.79 STREET FLOW TRAVEL TIMEfMFN.i = 2.64 TCIMIN.) = 14.28 100 YEAR �AINFALL INTENSITY(INCH/HOUR} = 3.749 SINGLE FAMiLY DEVELOI'MENT RUNOFF COEFF�CIENT =.5500 SOIL CLASSIFICATION IS "D" S. C. S. CURVE N[3i�SBER ( AMC 2I 1= $ S SiTBAREA AREA(ACRES} = 1.04 SU$AR�A RUNOFF(CFS) = 2.14 TOTAL AREA{ACRES} - 1.19 PFAiC FLOW RATE(CFS} = 2.50 EI�iD OF SUBAREA STREET FI,OW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET] = 7.43 FLOW VEI�OCI�'Y(FEE`F/SEC.) = 3.72 DEPTFi*VEI,OCITY(FT*FT/SEC. ) = �.02 LONGES'i' Fi,OWPA'i'4-I FROM NdDE 12D4.10 �`O I30DE 1204.30 = 66B.00 FEET. **�*+w****w**+.**********+*++*t*f+*r*ifr*w***��*+i.,t�+i.���*�*tr*,r*+**+*+**+rw** FLOW PROCESS FROM NODE 1204.30 TO NODE 12p4.90 FS CODE = 31 -----------------------------------------�----------------------------------- »»>COMPT3TE PEPE-EF�OW TRAVEL TIME THRU SUHAREA««< »»>USING COMPUTER-E5'FI2hATED PIPESEZE {idON-PRESSIIRE FE�OW) ««< ---------__-----_--_--__ ____-_-------------------------------------------- -----_--_ ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET).= 173.90 DdWNSTREAM(FEET) = 173.70 FLOW-LENGTH(FEET) = B.00 MI�NNING'S N= 0.013 ES�'IMATED PIPE DIA�SE'TER(INCHj INCREASED Tp 18.OD0 DEP�`H OF FLOW IN 18 . d IidCH PIPE �5 4.8 INCHES � PIPE-FE,OW VELOCITY(FE�T/SEC.) = 6.51 ES'I'IMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = � PIPE-FLOW{CF5) = 2.50 PIPE TRAVEL TIi+7E(MIN.) = 0.02 Tc(MIN.) = 14.30 LONGEST FLOWPATH FROM NODE 1204.10 TO NODE 1204.90 = 676.Q0 FEET. � *�+**��*.�.,****�***a�.**.,*****+ttt*f*+++++t**+*+.+�.r+*w*+*�,r*+****+*�*a..*,. FLOW PROCESS FROM NODE 1204.90 TO A30DE 1204.90 IS CODE = 1 »»>]]ESIGNATE INDEPEidDENT STREAM FOR CONFi,UENCE««< -------------------�_�______--_--------------------------------------------- ----------------------------------------------------------------------------- 'POTAL PIUMBER OF STREAMS = 3 COi�FFLUENCE VALUES USED FOR INDEP£NDENT STREAI4 2 AR�: TIME OF CONCENTRATION{MIN.j = 14.30 RAINFALL INTENSITY(INCH/HR� = 3.75 TOTAL S�`REAM AREASACRES) = 1.19 PEAK FLOW RAT�(CFS) A�` CONFLUENCE = 2.50 r�+*i.***.+***+*,r*�+,r,.****,,.«.�***++**t++f++t*�+**+.+.�*t...*w*rf**r�+****** FLQW PROCESS FRpNF NODE 1204.40 TO NODE 1244.50 IS CODE = 21 »»>RATIONAL METHOn IAiITIAI, SIIBARFA ANALYSIS««< SINGLE FAMYLY DEVELpPPfENT FtUNOFF COEFFICIEN'f` =.5504 SOIL CLASSEFICATIpN IS "i?" S. C. S. CURVE Ai[.TMBER ( AMC I T) _ & S II+tITIAL SUBAREA FLpW-LENGTH = 166.DD UPSTRE.�hI ELEVA'iION = 201.70 DOWI+ISTREANi ELEVATIpI3 = 200.4Q ELEVA`i'FON DIFFERENCE = 1.70 URBAN SiJBAREA OV�Rx,AND TIME OF FLOW ( MINU'PES j= 12 . 654 100 YEAR RAINFALL INTEAISITY{INCH/HOUR} = 4.D53 SUBAREA RUNOFF(CFS) = 0.33 TQTAL AREA(ACRESf = 0.�5 TOTAL RUNOFFfCFS)'= 0.33 # * * * * * YriFiF�M Y�iF1r * * Yr * * ri i � * * * # * * * * * * * * # t t * # Y Y * Y i + k # * + f i i # i i # � k * i i i # * t * # * * * i * * iF * * * � FLOW PROCESS FROM NODE 12D4.50 TO NODE 1204.60 IS CODE = 62 . -------------------------�-----__-------------------_� »»>COMPUTE STREET FLOW TRAV� TIME THAU SUBAR.EA«¢« » » ?{STREET TABLE SECTIDN # 1 USED)<¢«< UPSTRF.APS ELEVATION(FEET) = 240.Dfl DOWNSTREP.M ELEVATIpN(�EET} = 179.10 STREET LENGTH(FEET� = 616.D0 CURB HEIGHT(INCHES} = 6.0 5'FREE'F HALFWIDTH ( FEE'i') = 20 . DQ DISTANCE FRONS CROWN `f`Q CROSSFALL GRADEBREAK(�EET� = 15.D0 INSII}� STREET CROSSFAi�i,(DECIMAI�} = 0.420 OUTSEFE S�`REET CROSSFA%L(DECIMAI�} = 0.02Q SPECI�'IED NUMBER OF HAI,FSTREETS CARRYING RUNOFF =}. STREET PARICWAY CR05SFALL(DECIMAL} = 4.024 Manning's FRICTION FACTOR for Streetflow Secti.onlcurb-to-curb) = Q.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = O.D149 **TRAVEL TIME COMPUTED USING ESTIMATED FLpW(CFS} = 2.42 S'I'ftEETFLOW MODEL RESULTS U5I3�iG ESTIMATED FLOW: STftEET FI,OW DEPTH ( FEET) = 0. 28 HAi,FSTi�EET FLOOD WIDTH(FEET) = 7.67 AiTERAGE FLOW VELOCITY(FEET/SEC.) = 3.43 PROAilCT OF DEPTH&VELOCI'FY(FT*FT/SEC. ) = 0.95 STREET FIsOW TRAVEL TIME(MIN.j = 2.99 Tc(MIN.} = 15.65 lU0 XE,AR RAIriF'AE�L INTENSITY ( INCH/HOUR) = 3. 535 SINGLE FAi�iILY DEVELOPMEN'i' RUI30FF COEFFICIENT =.5500 SOiL CJ�ASSIFICATTON IS 'D' S.C.S. CURVE NUMBER (AMC I11 = 88 SUBAREA AREA(ACRESj = 2.14 SUBAREA RiTidOFF{CFS} = 4.16 TOTAL AREA(ACRES} = Z,29 PEAK FLOW RA'FE{CFS} - 4.49 . END OF SL7BAi3�A STREET FLOW HYDRAULICS: AEPTH{FEE'I') = 0.33 HAI�FSTREE'I` FL�OD WIDTH(FEET) = 10.47 FLOW VEE,OCITY(FEET/SEC.) = 3.97 DEPTH•VELOC�TY(F`P*FT/SEC.j = 1.34 LONGEST FLOWPATH FROM NODE 12D4.40 TO NODE 1204.60 = 782,04 FEET. k i� iF f*fY� **fY� fYr*f*Y� f� Yr f f�F *****t* *t #*ttt Y Y�Yt*i*t�F#�4 ky'�41F#*�k# #*******i� * f*YriFRf,rYrYrM Yr FLOW PROCESS FROM NODE 1204.60 TO NODE 1204.90 IS C�DE = 3Z »»>COMPUTE P�PE-Fi,OW TRAVEL TIME THRLT SLFBAREA«<¢< »»>USING COMPUTER-ESTIMATEd PIPESIZE (NON-PRE55URE FLp4V) « « < -------------------------------___--------------------------------------------- __.. _.._�___--_ � W _..__�__-- - --------------------------------------------___-------__ �LEVATIQN DATA: UPSTREAM(FEET) = �174.10 DQWNSTREAM(FEET} = 173.70 �'LOW LFNGTH ( FEET) = 22 . DO MAI+INING' S Id = 0. 013 E5TI2+iA7'ED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 TNCH PIPE IS 7.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.J = 6.64 ESTIMA`�ED PIPE DIAMETER{TNCHj = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW[CFS) = 4.49 PIPE 'FRAVEL TIME{MIN.) = 0.05 TC{MIN.) = 15.70 LONGEST FLOWPATH FROM N017E 1204,40 'i0 NODE 1204.90 = 804.00 FEET. i Y+�4i*ii4i� *ihiY�Y Y�1 f�1 iki i�#*}*** #** #**iF**ik iF **iFY�*Yrt*# 1� �r ir ***t** *4 #* *!Yt Y Y YYi 44 �k?i Y F�OW PROCESS FRQM NODE 12D4.90 TO NODE 1204.9Q IS CODE _ � » » >DESIGNATE INDEPENDENT STRSAM FOR CONFLLTENCE« «< »»>APID COMPUTE VARIOUS CONFLUENCED STREAM VALUES«a« ----------------------------------_------------------------------------------- ___-_----------m_�..-----------------------------------------------------..�_-- TOTAL NCTMBER OF STREAMS = 3 CONFLiJENCE VALUES USED FOR INDEPENBENT STREAM 3 ARE: • TIME OF C�NCENTRATZON(MIN.j = 15.70 • RAINPALL TN'PEI3S�TY { Z[dCH/HR) = 3. 53 TO`I'AL STREAM AREA{ACRES) = 2.29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.49 ' * CONFLUEAICE DATA *'" STR�,.�M 12LFNOPF TC �NTENSITY AREA NLiMBER (CFS) (MIN.) {ZNCH/]30UR) {ACREj 1 5.42 14.34 3.739 2.58 2 2.50 14.30 3.745 1.19 3 4.49 15.70 3.527 2.29 RAINFALi, INTF�ISITY AND TSME OF CONCENTRATION RA'Pi0 CONFLUENCE FORMULA USED FOR 3 STREANiS. *� PEAK FLOW RATE TABLE ** STRF�}LM RUNOF'F TC INTENSITY NUMBER {C�'Sj (MZN. � (II3CH/HOUR) 1 �2.1A 14.30 3.745 2 �2.15 14.34 3.739 3 11.96 15.70 3.527 COMPUTED CQNFLi,TENCE ESTEMATES ARE AS FOLLOWS: PEAK F'LOW RAT'E(CFS) = 12.I5 TCfMIN.) = 14.34 TOTAL AREA{ACRES? = 6.06 LONGEST FLOWPATH FROM NODE 120J..00 TO NODE 1204.90 = 917.Q0 FEET. t*+++*rw+wwr*�w,r�+*ww+*r�w*r*************�**r*******t**+***+*+*****+�r��+,r�w** FLOW PROCESS FROM NODE 124A.90 TO NODE 1205.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUSAREA« «< . -- »» >USING-COMPUTER=ESTiMATED^PIPESIZE-(NON=PRESSURE-FLOW}�«« ----------- ELEVAT�ON DATA: UPSTAEAM(FEET) _ �73.70 D�WNSTRFJ�M(FEET} = 167.00 FLOW LFNGTH(FEET} = 452.1D MANN�NG'S N= 6.013 DEPTH OF FLOW IN 21.0 INCH PZPE IS 12.5 INCHES PIPE-FLO'W VELpCITY(FEET/SEC.) = 8.14 ESTIMATED PIPE DTAMETER(INCH} = 21.Q0 NUMBER OF PIPES = 1 PIPE-FLDW(CFS? = 12.Z5 PIPE TRAVEL `I'IMEfMTN.) = D.93 TC(MIid.} = 15.26 LONGEST FLOWPATH FRpM NODE 1201.00 TO NODE 12D5.D4 = 1369.10 FEET. t*+ft*t*++�rtrt*i�r++��rw*+*+�++*****i.******+,rx****�*�****+**t***t****t*t**tf*++ FLOW PROCESS FROM NODE 1205.00 Tp NODE 1205.06 IS CODE = 1 --------------------------------------_---------------------------------------- »»>DESIGNATE INDEPENDENT 5'i'REAM FOR CONFLUFIVCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES i35ED FOR INDEPENDENT S'f'REAM 1 ARE: TIME OF COI3CEN'i'AATIDN(MIN. ) = 15.26 RAINF'ALL INTEIdSITY ( INCH/HR) = 3. 59 TOTAL S�'REAM AREA(ACRES} = 6.06 PF..AK FLOW RATE(CFS) AT CONFLIIENCE = 12.15 �***+*****+*�*+**+*��**t+**k,�++�,���������*++**********,.***.*****�*********+* FLOW PROCESS FROM NODE 1205.�0 TQ NODE 1205.2D IS CODE = 21 --------------------------------_---__---------------------------------------- »»>RATIONAI, METHOD INITIAL SUBAftEA ANAI,YSIS««� --------------------------------------=-------------------------------------- --------------------------------------_--------------------------------------- SINGLE FAMILY DEVELOPMENT R[.TNpFF COEFFZCIEN'F =.5500 SOIL CLASSIFICA'F'ION 'TS "D" � S.C.S. CURVE NUMBER (AMC I1) - 88 • INITIAL SUBAREA.FLOW-LEA}G�H = 100.Q0 UPSTREAM ELEVATION = 174.70 D4WNSTREAM ELEVATION = 173.00 ELEVATION DIFFERENCE = 1.70 U1�SAI3 SU}3AREA OVERLAND TIME OF FLOW(MINLTTES) _ $.295 1�0 YEAR RAIIQFALL INTETTISITY(INCH/HQUR) _ $.322 SUBAREA RLTNOFFfCFS) = 1.41 TOTAL AREA(ACRES} = 0.48 TOTAL RUNOFF{CF5} = 1.41 �+**�+***+*.*+++******�***x****«*�++*.**+t**+***++++..**�r+�**�*�**,r***++*** FLOW PROCESS FROM NODE 1205.20 TO NODE �2a5.00 TS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SiJBAREA« «< »»> { STREET TABLE SECTIQN # 1 LiSED) ««< UPSTREAM ELEVATION(FEETJ = 173.00 DOWNS'I`AEAM ELEVATIOid{FEET} = 157 00 STREET LEI3GTH(FEET) = 4D4.00 CURB HETGH"T(TNCHES) � 5.D STREET HAI�FWIDTH{FEET} = 20.00 � DISTANCE FROM CROWN TO CROSSFA�L GRAI)EBi2EAK(FEET} � 15.00 INSIDE STREET CROSSFALL{DECIMP.��) = 0.020 OUTSIDE STREET CROSSFALL(DEC�MALi = 0.024 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL} = 0.020 Manriing's FRYCTION FACTOR for Streetflaw Section{curb-to-curb) = 0.0175 Manning's FRECTION FACTOR for Sack-of-Walk Flow Section = U.0149 **TRAVEL 'i`IME COMPUTED USING ESiIMATED FLOW(CFS) = 5.96 STgE�TFLOW MODEL RESULTS USING ESTIMATED FLOW: . 5TREE'I' FLbW DEPTH{FEET) = 0.41 HAL�'STREE�` FLODD WiDTH(FEET) = 14.05 AVERAGE FLOW VELOCITY(FEET/SEC.J = 2.85 PRODL3CT OF DEPTI-I&VELOCI3`Y(FT*FT/SEC. } - l.lb S'i'ftEET FLOW TRAVEL 'E`IME (MYN. )= 2. 37 Tc (MIN. j= 1Q . 66 �00 YEAR RAIATFALL INTENSITY(INCEi/HOUR? = 4.527 SiNGLE FAMIi,Y DEVELQPi�fENT RUI30FF COEFFICIEN'P =.5500 SOIL CLASSIFICATION I5 'D" 5.C.5. CURVE NUMBER (P,MC I1� = 88 SUBAREA AREA(ACRES) = 3.64 SUBAREA RU[�iOFF(CFS) = 9.06 TbTAL AREA(ACRES) = 4.12 PEAK FLOW RA'd`E(CFS) = 10.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEETj = 0.48 EiALFSTREET FLOOD WIDTH(FEET) = 17.57 FLOW VELOCITY{FE�'I'/SEC.) = 3.27 DEPTH*VELOCITY(FT*FT/SEC.i = 1.56 LONGES'i' FLOWPAT'H FROM NODE �205.10 TO I30DE 1205.04 = 504.00 FEET. i++#! t* k#++# # i f i**+yr* **1rY•iFiFY� 1 iF * TiYiFfYrY� *�k******� 1r Yr**+*Y� ** k*#t #Yf *�k f Y Y*�i Y Y� t 4�Yf FLOW PRQCESS FROM NODE 12Q5.00 TO NODE Z205.00 �5 CODE = 1 ------------------------------------------------------------------------------- »»>DESIGNATE TPIDEPEND.F,i�IT STRFAM FOR CONFLUENCE«�« »»>AI�iD COMPU`PE VAFt10US CONFLUENCED STREAM VALUES««� ----------------------------------------__--___-____-_------------------------- -------___------------------------------------------------------------------- `�OTRL �7[JMBER OF S`i'REAI�S = 2 C4NFLiJENCE VALUES USED FOR II3DEPENDENT S'iREAM 2 ARE: TIME OF CONCEPI'I'RATION(MIN. ) = �0.66 RAIi3FALL II3TEN5iTY ( IAICH/HR) = 4. 53 TOTAL STREAM AREA(ACRES] = 4.12 PEAK FLOW RATE(CFSj A'F CONFLUENCE = 10.47 � ** CdNFLUENCE DATA ** . STRFAM RLTNOFF TC INTENSITY AREA NUMBER (CFSa (MIN.i (INCH/HOUR) {ACRE} 1 12.15 15.26 3.592 6.Ofi 2 10.47 10.66 4.527 4.12 k.AINFALI, T�ITENSITY AND 'I'IME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STRE.�MS. � * * PEAiC FLOW RATE TASLE * * STREAM RUNOFF Tc INTENSITY NT.TMBER {CFS} (MIN.) (INCH/HOURj 1 20.11 10.b6 4.527 2 20.A6 15.26 3.592 COMPUTED CONFI,UENCE ESTIMATES ARE AS FOLLOWS: PEAK FLQW RAi'EICFSI = 20.46 Tc{MIN.f = i5.26 TOTAi, AREA ( ACRES 1= i 0. 18 LONGEST FLOWPATH FROM NODE �201.D� TO NODE 1245.00 = 1369.10 FEET. *t�+�twt*+*t�+*t*�**++t��+******k*r*****t*+*+**++.**+tt**tf*++++trr**w*�**�ri.* FLOW PROCESS FROM 230DE 1245.00 TO NODE 1206.04 IS CODE = 31 --------------------_____------------------------------------------------------ »»>COMPUTE PIPE-FLOW 'F`RAVEL TINSE TIiRU SUBAREA«��< »»>iJSING COMPUTER-ESTIMATED PIPESIZE {PION-PRE55URE FLdWi «�« ------------------------------------------------.._.._�_r__��..__-___---------- ----------------------------_-----_------------------------------------------ ELEVATION DATA: UPSTREAM(FEET) = 1b7.�0 DbWNSTREAM{FEETy = 145.00 FLOW LENGTH(FEET) = 198.Op [�.�.NNING'S N= 0.4�3 DEPT!-I OF FLpW IN 1$.0 INCH PTPE IS 10.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.j = 19.77 ESTIMAT�D PIPE DIAMETER(INICH) = 18.00 NUMBER OF PIPES = 1 . PIPE-FLpW{CFS} = 20.46 PIPE 'FRAVEL TIME(M3N.) = Q.1.7 TC(MIN.) = 15.43 LONGEST FLpWPATH FROM NODE 1201.40 TO NOD� 1206.00 = 1567.10 FEET. --------------=------------------------------------------------------------- --------------------------__-___--------------------------------------------- E`ND OF STUDY SUMMARY: 'POTAL AREA(ACRESi = 10.1$ TCfMIN.) = 15.43 PEA.K FLOW RAT�(CFS) = 20.4G --------------------------------------------------_--___--____----_--------------- -----------------------------------------------------------_--____------------ ENE3 QF RATIONAL METHOD ANALXSIS d • i APPENDIX 3.�0 SYSTEM� 2000 {`F' STREET, PA-S) � � � � ****++r�wr+*r*r*a+*�+t*y�x*ffx*�++�++*x*+�*+x+++��++*yy�****�*:�aY*ta��rk++� RATIONAL METI-lOD IiXDROLOGY COMPU'FER PROGRP.M PACKAGE R�ference: SAN DIEGO COIiN'i'Y FLOQD CON'PRpL DISTRICT z a o i, 19 B 5, i� a���Ro�ocr r�rrup.L, ic) Copyright 1982-20D2 Advanced Engineering 5oftware {aes) Ver. 1.5A ReZease Date: 4I/O1/2002 License ID 1509 Analysis prepared by: ProjectDesign Consultants 7Q1 B Street, Suite S00 San Diego, CA 92101 ****r,r*��x**xw*ks,*�*xa**+w DESCREPTION OF STUDY ***xa**r*«xrt�*i�a�a**w�++t * BRESSI RANCH - ULTIMATE CONDI�'IdNS * * SYSTEM 2Q00 * '' 100-YEAR STQRM • ,r***....*x�,.�.*.*..x*„�....***�**+*�.ti...fi.�*�r**+�.*�,..x***.,.�.*t.**++�+*t FZLE NP.ME: 1325--2z.DAT 'rzrSE/DAi`E OF ST[7D7t: ].0:3U 12/23/2002 ..____________....--------------------------------.._..__----..__�___------------- USER SPECIFYED HYDROLOGY AND HYDRAULIC N30DEL INFOF2MA'1'I4N: __�__----------------�------------------------------------------------------- 19$5 SAN DIEGO MANTJAL CRI�'ERIA USER SPECIFIED S'I'ORM EVENT(XEAR} - 1Q0.00 • 6-HOL7R DURATIpN PRECIPITATION {INCHESj = 2.800 SPECIFIED MIAI�MUM PIPE SIZ�{INCH? = 18.00 SPECIFIED PERCEI3`P OF GRADIENTSIDECIMAL� TO USE FOR FRICTION SLOPE = p.85 SAN DIEGO HYDROLOGY MAi3lJAL ' C' -VALUES USED FOit RATIOA3AL METHOD i30TE: ONLY PEAK CONFI,i3ENCE VAI,LTES COTISIDERED *USER-DEFINED STREET-SEC'I'IONS FOR COUPLED PIPEFLOW A�iD STREETFLQW MOD�I.* HALF- CROWN TO S'I'REET-CROSSFALL: CUAB GUT'fER-GEOMETRIES: �+IANNING WEDTii CA05SFAi�L IN- / OL7T-/PARIC- HE�GHT WYDTH LIP HI3CE FACTOR NO. (F'F) (F'I`) SIDE / SIAE/ WAY {FT) {FT} {FTj {F'I') (n} 1 30.0 2Q.0 0.018/0.018/0.020 0 67 2 00 4.0312 0 167 fl.0156 2 37.0 32.0 0.020/O.fl20/ --- Q.67 2.40 0.0312 0.167 0.015D GLOBAL STREET FLOW-DEPTH CONS'i'RAINTS: ].. Relative Flow-F}epth = 0.00 FEET as (Maximum Allowable 5treet Flow Depth} -(Top-of-Curb) 2- iDepth)*(Velocity} Constraint = 10.0 fFT*FT/S) *SIZE PIPE WITH A FLQW CAPACITY GREATER THAN QR E4UAL `I'0 THE UPSTREAM TRIBUTARY PIPE.w **i'�*ii1 Y� **YriFY� Y*#iF*# Yrk***ti Yc �c! �1 t* Y y Y 4 t4�k*�fi f}{*�;i*{# # f*#}# i� k}******i�kti t!t FLpW PROCESS FROM NODE 2001.00 TQ NO]7E 2002.00 TS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANP.i�YSIS««< INDUSTRIAL DEI7ELOP�7ENT RUNOF'P COEF"FICIENT = .9500 SQIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER {p,MC IT1 = 92 INITIAL SUBAREA FLOW-LENGTH = 300.d0 UPSTREAM ELEVATION = 495.fl0 � DOWi�iSTREA� ELEVATION = 990.00 � ELEVATION p�FFERENC� = S.OQ URBAN SUBAREA OVERE,AND TIME OF' F�,OW IMINUTES )= 3. 494 'I'IME OF CONCENTRATI0�1 ASSUMED AS 6-M�NUTES 100 YEAR RAINFALL I[3TENSI'i'Y(INCH/HOUR} = 6.559 SiTBAREA RUNOFF {C�'S j= 3. 12 TOTAL ARFA(ACRES) = 0.50 TOTAL RIJ130FF(CFS) = 3.12 �*�*�*+**.+**...****,,*...****.**.��*+�+�+t*�*+�+.***+**+****.++t**�t+*t.�ti++* FLOW PROCESS FRQM NODE 2402.04 TO NODE 2003.00 IS CODE = 51 » »>COMPUTE 7'RAPEZOIDAL CHANNEL FLOW««< »»>TR.AVELTIME '£HRU SUBAREA (EXISTING ELEMEN'!') ««< ..-------------------------------------------------------------------------__- -------------------------_____..___.._..___-----_____.._�________..__------------- ELEVATION DATA: UPSTREAM(FEE'I'j = 994.Oa DCfWNS�'REAM(F�E`i'} - 43Q.00 CHANNEL LENGTH THRl3 SUBARFA(FEET1 = 800.Dfl CHAPiNEL SLOPE _�.0125 CHANNEL BASE{�'��'�') = 0.40 "Z' FAC�'OR = 5.000 F4P,NNING' S FAC'f'OR = 0. 015 MAXYM1Jhf DEPTH ( FEE'i'? = 0. SO CHANNEL FLOW THRU S13BAREA{CF51 = 3.12 FLOW VELOCITX(FEET/SEC_j = 3_76 �'LOW DEPTH(FEET} � 0.91 TRAVEL TIME(MIN.) = 3.55 TC(i�7IN.) = 9.55 LONGEST FLOWPATH F�tOM NpDE 2001.Qp TO NODE 2003_4Q = 1100.04 FEET. R*i� Y� Y� �k * f* i i1�#Y�*ii�*�'k�** f'1*ii#**i�***i **YrYr1r**f * if *i*fi�i� * ii�ki'kf*�*#i****Yr 4Yr*Y� fYr FLOW PROCESS FROM NpDE 2Q03.00 TO NODE 20D5.00 IS COBE = 31 »»>C�MPUTE PIPE-FLi?W TRAVEL 't'iME THRU SITgAi�EA«c�< » » >USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) « «< ---------------------------------------------------------------------------- ----------------------------------------------------------- ---------_..____.. ELEVATION DATA: i3P5'i'REAMfFEET? = 430.OQ DQWNSTREAM{FEET) = 42B.00 FLOW LENGTH(FEET) = 400.00 MP,NNING'S N= 0.013 � ES7`IMATED PIPE DIAMETER(INCH} INCREASED `f'O 18.000 DEPTH OF FLOW IN 18.0 INCH PFPE IS 8.5 INCHES PIPE-FLOW VELOCITY{FEET/SEC.} = 3.79 ESTIMATED PIPE DIAMETER(INCH} _�8,00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.12 PIPE TRAVEL TIMEfMIN.j = 1.76 TcfMIN.j =�1.31 LONGEST FLOWPATH FROPS NODE 2001.00 TO NODE 20a5.00 = 1500.00 FEET. Y*++t**t*****:a*****tt**+++itr++t+st+ti�****t*yy*+raw+tttsti+*iyrt+t*�*tirttrr FLOW PROCE55 FROM AiODE 2405.04 TO N4DE 2005.Qa IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDI'FIdN QF 6LTSAREA TO MAINLINE PEAK FLOW««< 10� YF.A.R RAINFATaL IN'FEIdSITY(INCH/HOUR) = 9.358 INAUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 Sd�F� CLASSIFICATION IS 'D" S. C. S. Ci7RVE NUMBER (�,i�7C I z 1 = 92 SUBAREA AR�AfACRES) = 9.44 SUSAREA RUNOFFICFS} - 40.98 TOTAL AREAfACRES} � 10.40 TOTAL RUAIOFF{CFS) = A4.10 + TC (MIi�i) = 11 .31 *+�.#*++.+.*t.t.f�*��..�++�.*+.*+�.�:.�.�*<*.**.,..+**�..*�+�,.*.+.t.�+�*�.�.�. FLOW PROCESS FROM NQDE 2005.4U TO NODE zoo�.aa IS CODE = 33 ----------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU 5i7BAREA«�« » » >USING COMPUTER-ESTIMATED PIPESIZE 1130i3-PRESSURE FLOWi « « < ELE�7ATI ON DATA :{3PS�`REA3�1 I FEET }= 418 . 7 5 DOWNSTRFAM ( FEET }= 419 .$ 5 FLOW LFNGTH(FEET} = 260.00 M�INING'S N= 0.013 DEPTH OF FLOW IN 30.0 INCH P�PE IS 23.4 �NCHES � PIPE-FLOW VELOCITY{FEET/SEC.} = 10.�4 � ESTIMATED PIPE I�IAMETERfINCH) PIPE-FLOW{CF5) = 99.30 PTPE TRAVEL 7'IME(MIN.} = 0. L4NGEST FLOWPATH FAOM NOD� = 30.00 13�MBER OF PZPES � � 40 TC(MIN.} = 11.7� 200i . 00 �'0 NODE 2006. 00 = 1760.00 FEE'I'. rt*Y+**+++�+� ** ►z *++*+***+++***Yr*i� t Y�Y * �rY #* i ii *Y f k Y Y 1�i ikY * i�! fYYf i*#*i �li*Y�if# k** FLOW PROCESS FRO[�f NODE 2D06 . DO `f'Q NQDE 2006.Ofl ZS C4AE = 1 »»>D�SIGNAi'E INDEPEIV�ENT STREAM FOA CONFLiJENCE�«�< TOTAL NUMBER OF STREFiM5 = 2 CONFLIJENCE VALUES USED FOR II3L7EPENDEN'I` STREAM 1 ARE : TIME OF CONCENTRATION{MIN.y = 11.71 RAINFALL INT�]SITY(INCH/HR� = 4.26 TOTAL STREAM AREA{ACRES} = 14.40 PEAK FLOW RATE(CF5) A'i` COI3FLUENCE = 44.10 i!r***#i *t�+*t'k*t�i ik i� t*'k! #Yr****Y�t* # t#YiYrYi##1 Y! i Y 1 Y t Y f?Yi Y�14Y Y� ry.a r*v.+f+* **y,+*w FF�OW PROCESS FROM NOf3E 2006.14 TO NODE 200b.10 IS CODE = 22 --------------------------------------------------------------------_____--- »»>RAT�ONAL METHOD INITIAL SUBAFtEA ANALYSIS««< INDUSTRIAE, D�7ELOPMENT RIJNOFF COEFFICIENT = .9500 SOIL CLASSIFICA'i'YON I5 "D' S.C.S. CURVE NUMBER (AMC II} - 9Z ` USER SPECIFIED TC(MIN.j = 6.000 100 YEAR RAINFAi�L INTENS�TY[ENCH/HOT3Ri = 5.559 SIiBAREA RUNOFF iCF'S} 4 f, z5 TOTAL AR_EP. ( ACRES )_ �. 2 0 'I`OTAL RiJNOFF { CFS )= 1. 2 5 � .*��.+.*+*+�+*��>�.,r*t+.*..**rr.,.�*,.�..,,.�w**.*r*...**«r.��*.,...,,.,....,....,.+*. --FLOWYPAOCESS-FAOM NODE Zaa6.io TO NODE aoa6.oa 15 CODE = 41 » »>COMPUT� PTPE-FLOW TRAV£L TIME �'HRU SUSARFA« «< »»>USING USEIt-SPECIFIEp PIPESIZE (EXISTING ELEN3.EN'I')««� ---------------------------------------------------------------------------__ ELEIIATTON DATA: UPSTREAM{FEET� = 43.7.07 ]7QW�ISTREP.M(FEE`P) = 915.66 FLQW LF.TIG'FH 1 FE�T )= 2 9. 5 0 MANNING' S N= 0. 013 DEPTH OF FLOW IN 18.0 INCH PIPE �S 3.0 INCHES PIPE-FLAW 1lELOCITY{�'EE'P/SEC. ) - 6.55 GIVETF PIPE DIAME3'ER ( INCH} = 18. QD NUMBER OF PIPES = Z PIPE-FLOW(CFS) = 1.25 PIPE TRAVEL TIME{MIN.) = 0.08 Tc(MIN.} - S,Qg LO�iGEST FLOWPA'I'H FROM NODE 2006.10 TQ �iODE 2006.00 = 289.50 FEE'£. +*+x�*t*****aa,r*w�*+*s+itt+**x*�*i*tt*+++wwwxrt*a*+*ra+a+xt**s+irs*yyrsrr*trs FLOW PAOCESS FROM NODE 2Q46.00 TO NODE 2006.00 IS CODE = 1 ---------------------------------------------------------------------------- » »>DSSIGNATE I�IDEPENDENP STREAM FOR CONFLUENCE« «< »»>AND CQMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATI�N(NiIN.} = 6.Q8 RAIPFFALL I4V'T'F�ISFTY ( INCH/i-iR} = 6. 51 TOTAL STREI�M AREA(ACRES} - 0.20 PEAK FLOW RATE{CFS} AT CONFLUEI�iCE = 1.25 * * CONFi,IIENCE DATA * * STREAM RUNOFF Tc IN'1'ENSITY AREA • NUMBER fCFSi IMIN.) (INCH/HOLIR} (ACRE) • C J . 1 44.14 11.71 4.260 10.40 2 1.25 6.48 6.506 0.20 RAINFALL INTENSTTY A�TD TIME OF CONCENTRATION RATIO CONFLDF�iC� FORMiTLA USED FOR 2 STRE.�hiS . * * PEAK F�,OW RATE TABLE * * STREA�f RUNOFF 'Fc INTFNSITY ATUMBER {CFS) {MIN.} (INCH/HOUR) 1 30.12 6.08 6.54b 2 99.92 1�.71 4.250 CdMPIFI'ED CONFLUEA]CE ESTIMATES ARE AS FOLLOWS : PEAK FLOW RATE(CFSi = 44.92 Tc{MTN.i = TOTpI, AAEA{ACE2ES} - 10.60 LONGEST FLOWPATH FROM NODE 20D1.00 TO i570DE zi.�� 2406.00 = 1760.D0 FEET. t..+t**..*+..�..+.*��+��++�f**t....�.*>*�.+**,.+,.*x*+**..*�*+�„�x.�*«*******�. FilOW PROCESS FROM NODE 2006.00 Tp NObE 20fl7.Q0 FS CODE � 41 -----------------------------------------------__----------------------------- »»>COMPUTE PIPE-Fi�OW TRAVEL TIME THRU SUBAREA« «< , »»>USING USER-SPECIFIED PIPESIZE (EXIS'1`ING EL�t+fENT)««< �___--____..__.._...._�---------------------------------------------------------- -------------------------------------------------------____----__------------ ELEVATION DATA: UPSTREAM(FEET} = 414.85 DOWNS7'REAMfFEET} � q07.54 FLOW LENGTH(FEET) = 475.00 MANNING'S N= d.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 19.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.} = 11.23 GIVEN PIPE AIAMETER(INCH) = 36.Q4 NUMBER OF P�PES = 1 P�PE-FLOW(CFS) = 49.92 PIP� TRAVEL 'i'IME(MIN.? = Q.70 Tc(MIN.} = 12.92 IJGNGEST FLOWPATH FROM NODE 2001.04 TO NODE 20D7.OQ = 2235.OQ FEET_ ** ir*1r**�k ik *!*ik *1r }yr*y� *# k***YrfYr ikYr**�Ir**iFtt �k! Y i*#*tt#ifiYY�k f YYi Y if W iF�+i}********* FLAW PROCESS FROM NODE 2007.00 TO NODE 2007.OQ IS COQE = 1 __--------------------------------------------------------------------------- »»>gESIGNATE INDEPED7DENT STREAM FOA CQNFLUEb3CE««< -------------------------------------__--_--_---------------------------------- _--__�___....____....------------------------------------------------------------ TOTAL NUMB�R OF STR�S = 3 Cpi1FLL7ENCE VAL[IES USED FOR INDEPENDENT STRE.n.M 2 A.RE: TIM� OF CONCEN'I'RATTON(MIN.j = �2.92 RAINFALL IN'TENSI'I'Y ( IFdCHlHR} = 4. 10 TOTAL STREAM A32EA(ACRE�} _ �Q.6p PEAK FLOY�I R.ATE(CFS� A'T' CONFLU�ICE = 44.92 ++*�*+�ttr*i++*f**yi�tir*r�*�+�+��*tiaai.�,++i**xxir,t*i.*xxw+**wr��*�+**tt****t*t FLOW PAOCESS FROM NODE 2007.10 TO NObE 2pQ7.1D IS CODE = 22 ---------------------------------------------------------------------------- »»>RATIONAL METHOD I?�II'I`IAL SUBAREA ANALYSIS««< ..---------------------------------------------------------------..____..------ ------------------------------------------...._.._��_..__--__---------------------- ROAD(HARD SURFACE) COVER RUNOFF COEFFICiENT =.95D0 SOIL CLASSIFICA'FIOA3 IS "D" S.C.S. Ci]RVE NUMBER {p,MC Ii) = 92 USER SPECIFiED TC(MIN.) = 6.00D 100 YEAR RAINFALL INTENS�TY(INCH/HOURj = b.559 SUBAREA RUNOFFICFS} - 2_49 TOTAL AREA(ACRES} = 0.40 TOTAL RUNOFF{CF6j = 2.49 r*ti*t��r��a++r��i*++taa**a*i.+�*i�**+�*++x+�+*k*r*r**�**wa+xtrrr�r**+ift+*+**�r� FLOW PROCESS FROM Nq]]E 2007.].Q TO NODE 2007.1a I5 CODE = 1 --------------------------...._------------------------------------------------ »»>DESTGNA'iE INbEPENDENT STREAM FOR CO2�IFLLiENCE««� , TOTRL N4JMBERROF�STREAM5~=Y`3=====------=====Y"-J-�Y`�===_______-_-_---_-_ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION;MIN.} = 6.00 RAINPALL INTENSITY(INCH/HR} = 6.56 TOTAL STREAM AREA(ACRES) = d.40 PEAK FLOW RATE(CFSf Ai' CONFLUFNCE = 2.99 i; i Y # YYi #t i*****t**# # �* ***Yr� * �'k k**i I� **i * * **� * # * **ir*****'M i� *�k�k*� tk*1r1� 1�Yr*Yr�kY� iM'M ** FLOW PRpCE55 FR�M [VODE 2007.20 TO NODE 2467.20 IS CODE = 22 ---------------------------------------------------------------------------- »»>RAT�QNAI, P4ETHOD INITIAL SUBAREA ANALYS�S«�« ---------------------------------------------------------------------------- ROAD(HARD SURFACE� COVER RUNpFF COEFFIC�E�1'I' _.9500 SOIL CLASSTPTCATION TS "D" S. C. 5. CURlI� NEFMBER {p1.�C TI }� 9z USER SPECIFI�D TCfMIN.) = 6.00p 100 YEAR RAI�IFALL ZN'fENSI3'Y{t�CH/HOUR} - fi.559 S[TBAREA RI7NpFF f CFS )= 2. 49 TOTAL AREA(ACRES} = 0.40 TO'�AL RUNOFF;CFS) = 2.49 ***�k **** f**# Y� +* i i i Y i ti f f !#* i ti* W�k t* 1 i 4 f*# i� i Y i� i 1 i* 1 1� Y Y i Y!* f f Y i Y f# Y i y Y f Y* f�k i Y i FL.OW PROCESS FROM NODE 2D07.20 TO NODE 20Q7.20 IS C4BE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPSI+IDE3�1T STRF.AM FOR CONFLUENCE«�« »»>ANb COMPUTE VARIOUS CONFLUENCED STRE.�M VRLUES« �« ---------------------------------------------------------------------------- __�------------------------------------------------------------------------- TOTAL NUMBER OF STREAi�7S = 3 CONFLUENCE VALUES USED FOR INDEPENDEi+PP 5TRE71M 3 ARE : TEME OF CONCEN'FRA'i`ION(MIN. ) = 5.00 • RAINFALL INTFNSITY{INCH/HFt) = 6.56 TOTAL STRF.AtY4 AREA{ACRES} = 0.44 PEAK FLOW RATE{CF5) AT CONFLUEI�iCE = 2.49 ** CONFLUENCE DATA ** STREAM RUNOEF Tc INT�ISI'f`Y AREA NLTMBEA {C�'Sj (MIN. j (INCH/HQUR) (ACREf � 94.92 12.42 4.143 10.50 2 2.49 '6.00 6.559 0.4Q 3 2.49 b.00 6.559 0.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIQ CONFLUENCE FORM�TLA USEB FpR 3 STREAMS. ** PEP.IC FLpW RATE TA9LE •* STREAi�I RiJidOFF Tc IAI'I'ENSITY NUMBER (CF5} (MIN.? (INCH/HOLFR) 1 33.D8 6.00 6.559 2 33.08 6.Dd 6.559 3 48.03 12.92 4.1D3 COMPU`!'E17 CONFLLI�ICE ESTIMATES ARE AS FOLLOWS : PEAK FLpW RA'T'E(CF5) _- 48.03 TcIMIN.} = 12.42 TOTAL AREA[ACRESj = 11.40 IANGEST FLQwPATH FROM NdbE 240�.00 TO �10DE 2007.24 = 2235.Dfl FEET. *«**.*x.�*,r.***+.�,+.t�+��+�t�t�+*�++.+s��t.t��+..**.++�+�.t+��+.�+.*.���.+� FLOW PROCESS FROM NODE 2007.Od Tp NODE 2015.00 IS CODE = 31 »»>COMPUTE PTP�-FI.OW TRAVEL 'FIME THitU SUBAREA««< . » » >iJSFNG CQMPUTER-ESTIMATE� PIPESiZE (NQN-PRESSURE FLOW} « « < • E�EVATZON DATA �UPSTREAM(FEET) = 407`21yYDOWNSTREAM{FEET) = 392�5Q~Y=` FLOW LENGTH(FEETj = 563.9Q MA�INING'S N= D.0�3 DEPTH OF FLOW IN 30.0 TNCH PIPE IS 2Q.0 INCHES PIP�-FLOW VEE�OCiTYIFEET/SEC.) = 13.79 ESTTMATED PIPE DIAMETER{INCH) = 30.00 NUMBER QF PIPES = 1 PIPE-FLOW(CPS} = 48.03 PIPE TRAVEL TTME(MIN.} = 0.56 Tc(MIN.} = 13.10 LONGEST FLOWPATH FROM NQDE 2001.00 TO NODE 2015.00 = 2798.4Q FEET. �r+*rrstw++****ww�x***ts�+�t+++�i.+*++*++++r*ryyt+r*+it*t*twr*,rr*www��w**r**x* FLOW PROCE55 FROM I�iODE 2015.00 'I'0 NODE 2015.00 I5 CODE = 14 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMDRY COPIED ONTO FFEMORY BANK # 1« �« i! * 4*## fi�*if� Y YY Yttti*i fYr*i� YYr*�M f� *Yr**Yr*f *}****i*i'f #1+4Y#Yi y�**Yi r* r*s r*t*y i�+♦ FI,OW PitOCE55 FROM NOdE 2009.i0 Td NODE 2009.10 IS COD£ = 22 ___�_-_--------------------------------------___------------------------------ »»>FZATIOAIAL �IETHOD Ii�7I'i'IAL SUBAAEA AhIALYSIS«¢�< w�ROP.D{HARD SURFACE} COVER R1Ri0FF COEFFICIEN'I' _.95D0 SOiL CLASSIFICATION i5 'A" S.C.S. CURVE NUlSBER {p�� �Ij = 92 ' USER SPECIFIED TC{MIN.) = fi.OQO 100 YEAR RAINFALL INTENSFTY(TNCH/HOUR1 = 6.559 SUBAREA RliP10FF ( CFS )= 2. A 9 TpTAL A1tEA(ACRES} = 0.40 '1'O'i'AL RUNOFF(CFS} = 2.49 rkiyy*t*+f**�+**�+�xtt***t*f++*+asry�+***rr**+ttt+w+i*w*�wxxwwai�xxxx*,ti.,t*,r,�* � -_FLOW PROCESS FROM NODE 2009.10 TO NODE 2a15.4Q IS CODE � 31 »»>COMPUTE PIPE-FLOW TRAVEL TTME THRU SUBAREA«« � » » >USING COMPi.7TEA-ESTTMATED PIPESIZE (NQN-PRESSURE FLOW}� « « ELE�7ATFQN DATA�: UPSTAEAP4{FEET}�- 397.00 DOVdFVSTREAM(FEE'd') = 393.00 FLOW LENGTH(FEE'I'i = 43.00 MANNING'S N= 0.4�3 ESTIMATED PIPE DIAME'i`ER(TNCH� INCREASED TO }.8.004 DEPTH OF FLOW IN 18.0 INCH PYPE IS 3.5 INCHES PIPE-FLOW VELOCI'�'Y(FEET/SEC.] = 1Q.17 ESTZMA�'ED PIPE DIAMETER(INCH) = 18.04 NUMBER OF PIPES = 1 , PIPE-FLOW(CF'S) = 2.49 ' PIPE '£AAVEL �'IME{MIN.) = 0.07 Tc(MIN.) = 6.07 I,QNGEST FLOWPATH FROM NODE 2Q09.1a TO NbDE 2Q15.40 = 86.00 FE£'P. ***i�i'f*#i i Y* f i*f #!! ftit*irY #*# �***Yr#* kYrYr***1r*#***** iyrifikYY i i#!f Yi Y� # Y##*t****M FLpW PROCESS FROM PIODE 2015.Q0 TO NODE 2015.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK � 1 WITH THE MATN-S'i`REAM MEMOAY«�« "i A7AIN STREAM CONFLUENCE DATA ** S7'REAM RUN4F� Tc Ii�7'I'F.A3SITY AREA NU[�BER (CFS) (MiN.) (INCH/HOUR} (ACRE) 1 2.49 6.07 6.510 0.40 LONGEST FLOWPA'FH FROM NODE 2009.10 TO I+IbDE 2015.00 = 86.Q4 FEET. i ** MEMORY BANK # STRE.AM RUNpFF NUMBER {CFS1 1 98.03 1 CONFLUENCE DATA ** Tc INTENSITY (MIN.} (INCH/HOUR} 13.10 3.969 AREA (ACRE) 13.40 � LONGE6T FLOWPATH FROM NODE 2001.00 Td NODE 2D15.QQ = 279$.40 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY �IUMBER (CFS) {MIN.i {INCH/HOUR} 1 31.74 6.D7 5.510 2 44.55 13.10 3.954 COMPUTED COidFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 49.55 Tc(MIN.) = 13.10 'PQ'I'AL AREA(ACRES) = 11.8fl *** *# f tk # f 44i Y1 �Y! Y * 1 * * #4 Y4y Y�!! Y *'k } *i1�* ii� * ** * # *# }* ***�k ** ** *# * f 1rtklrl��!* tk *1r*** *** FI,OW PROCESS FROM NODE 2015.00 TO NODE 20I5.00 ZS CODE = Z »»>DESIGI3ATE I]�IDEPENDEN'T' STREAI�4 FOR CONFLUENCE««< _« 4r���_�_�__________________r_�_���=�____________________================= TOTAL NL�MBER pF S'PREAMS = 2 CONFLUENCE VALUE$ USED FOR INDEPENDFN'i' STRE.a.M 1 ARE: i'I2+lE OF CONCENTRATION{M3N. } = 13.10 RAItdFAI,L ITI'I'ENSITY(iNCH/Hit) = 3.96 TO'T'AL $TftEAM AREA(ACRES} = 11.80 PEAK FE,UW RATE(CFS) AT CONFLUE23CE = A9.55 4�F*Yr'kY�#**Y Yf i Y�l4Y Y! Y ti* rt? f! Y*�YY##�4�Y �k �l* j� #** #*i i� i}*fi** �k#}y�yye****# ****Y� *1rYrYr*1r*�k FLOW PROCESS FROM NODE 2011.10 'Fp Np17E 2Q11.20 2S C017E = 21. -------------------------------------�--_____--__----------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « ¢ ---------------------------------------------------------------------------- -------------------------------------------------------------------_---__�---- I3dDUSTRYAL DEVELOPMENT RL7i+30FF COEFFICIENT = .9500 � SOIL CLASSIFICATION IS 'D' S.C.S. CliRVE NUMBER (AMC II) = 92 IN�TIAL SUBAREA FLOW-LEI3GTH = 100.00 UPSTREAM Ei,EVATION = 430.04 DOWNST32EAM ELEVATION = 429.40 ELEVA'i'ION DIFFERENCE = 1.40 URBAN SUBAREA OVERLAND TIME dF FLOW(MINLITESj = 2.700 `i`IME O�' CONCENTRATIOFV ASSUMED AS 6-MINUTES � 1D0 YEAR RAINFALL INTENSFTY{INC3-I/HOUR? = 6.559 SUBAREA RUNOFF(CF5} = Q.31 TOTAI, AREA(ACRES) = Q.05 TOTAL Ri.TNOFF(CFS) = 0.31 k*iF# RiY*f} 4:Y1 * t;} # i** iF R 11 **YrYriFYriFiF*Y� Yr f f Yri� Yr**iM**Yr*�i**#�k�t+*+ti!!*** #*##*! ii#Ytt FLQW PROCESS FROM NODE 2017..2d TO NODE 24t1.30 IS CODE = 31 »»>COMPUTE PIPB-FLOW TRAVEL TIME 'i'FiRU SUBAREA««< »»>USIidG COMPOTEi2-ESTIMATED PiPESIZE {NON-PRESSURE FLOW) ««< -------------------------------------------------------------------------___-- ------------------------______.._..____----_-_--------------------------------- ELEVATION DA'FA: UP$TREAM{FEE'i') � 429.40 DOWNSTREAM(FEETj = 415.00 FLOW LENGTH{FEET} = 1200.QQ MANNTNG'S N= �.013 ESTIMATED PIPE DIAME`I'ER(TNCH) TNCREASED TO 18.400 I?EPTH OF FLOW IN 18.Q TNCH PTPE iS 2.3 INCHES PIPE-FLpW VELOCIF'Y{p�ET/SEC.) = 2.69 ESTTMATED PIPE IITAMETER ( INCH) = 18. �4 NiJMSEit OF PIPES = 1 P�PE-FLOW(CFS} � 0.31 PIPE �'RAVEi. TIME(MIN. )= 7.58 TC(P4IN. }= 13.58 TC3NG�ST Fi,OWPATH FROM idODE 2411.10 TO NODE 2011.30 = 13D0.00 FEET. �x*a*+**as+�i+rta+s*+w�*++rr***x+*r+++*�*+*aw��*itrxx***yi1f4YY�f*4�i4*fi+Y3*�iYi FLOW PROCESS FROM PiODE 2a1t.30 TO NODE 2D11.30 IS CODE = S1 i---------------------------------------------------------------------------- � --» »>ADDITION-O�_SUBAREA-TO_I�AINLI�IE_PEAK_FLOW« « <______________________» 100 YEAR RAINFALL INTENSITYfINCH/HOURj = 3.$72 TNDUSTRIAL DEVELQPMS3�iT RUNOFF COEFF�CIEidT = .9500 � SOIL CLASSIFICAi`IQN TS "D" S.C.S. CL7RVE NUMBER fAMC IT} - 92 SUBAREA AREAfACRES) = 6.95 SUBAREA RUniOFF(CFS) = 25.57 TOTAL AREA(ACRES) = 7.00 TOTAL RUNOFF(CF5} = 25.88 TC (i�]IN} = 13 . 58 i�,ti.i.�+++rs+v.�+�**+s+***tirt�rt***���rr��*�r�*rwri�r+**�+tt*�r+*�*t�+***+w*x**xt*** FLOW PROCESS FROM NODE 2011.30 'T'Q NpDE 2Q11.40 iS CODE = 31 --------------------------------------------------___---__-------------------- »»>COMPiITE PIPE-FL,OW TRAVEL TIME THR1J SIJBAAEA««< »»>USING COMPUT�R-EST�MA'i'ED PIPESIZE (NOi�I-PAESSURE FLOW) ««< --_�-----------------------------------------------------------�_..__--__------ ELE�1A'i`YON DATA: UPS'I'REAM{FEE'i`} = 415.00 QOWtJ5'I'RF�LM(F$ET} = 406.04 FLOW LENGTH{FEETj = 700.d0 NL�NNZNG'S N� O.DI3 I}EPTH OF FLOW IN 27.0 INCH PZPE IS 16.3 INCHES PIPE-FI.�OW VELOCiTY ( FEE'P/SEC _) = 9. 04 ESTIMATED PTPE DIAMET�R;TNCH) Y 27.00 NCTMBER OF PI�ES = J. PIPE-FLpWfCFS1 = 25.88 PIPE TFtAVEL TIME{MI13. ?= 1.29 Tc (MIN. �= 14.87 I,ONGEST FLQWPATH FROM NOD� 2011.10 'I'0 NODE 2011.40 = 2QQ0.00 FEET. *a*f+*#i*+i+,rs**i*y*yy*s*r*t*+,r**tirtY�i*114Y*Y1fYy44ii�r+*ri�rt+�r�rW*+t�*+w**x�*,r FLOW PROCESS FROPS N�DE 20�1 _ 40 'i'4 NODE 2D11 .40 IS CODE = B1 ___-------------------------------------------------------------------------- »»>ADDITION OF SUBP.REA TO MAINLINE PEAK FLOW« «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- � 100 YEAR RAII3FALL INTENSITY(INCH/HOUR} = 3.652 INDUSTRIAL DEVELOPMENT R1JidOFF COEFFICIENT = .9500 SOIL CLASSIFICATION IS 'D' S. C. 5. CiTRVE N[JMBER ( At+3C I I 1 = 9 2 SUBAREA AREA(ACRE5) = 8.50 SUBAREA RUNOFF{�F5} = 29.49 TO'I'AL AREA(ACRES} - 15.50 TOTAL RUNOFF(CFS) = 55.37 �{MIN} = 14.87 *t�i*+r�*t+t++*t,w*rr**w+*�a**r*�*at**ttt**+at�i++*x*+++ra***+*tti*+st+rts+i*ftt FLOW PROCESS FROM NODE 2011.94 TO NODE 2D15.00 I5 CODE = 31 ---------------------------------------------------------------------------- »»>COMPU'£E PIPE-FLOW T}ZAVEL TIt�4E THRU SUBAREA««< » » >USING COMPUTER-ES'FIMATEA PIPESIZE (NON-PRESSURE FLOW► « � « --------------------------------------------------------------------__-_----- -------------------_---________________..___....____---------------------------- ELEVATION DATA: UPSTAFP.M(FEET) = 395.00 M}WNSTREAM(F��T1 = 343.04 FLOW LENGTH(FEET) = 50.OQ MANNING'S I3 = 0.013 DEPTH OF FLOW TN 27.D INCH PIPE T5 21.4 INCHES PIPE-FLOW VELOCITY{FEET/SEC.) = 16.36 �STiMATED PIPE D�AMETERfTNCH) = 27.00 NUMBER pF PIPES = 1 PTP�-FLOW{CF5} = 55.37 PZPE TRAVEL TIME;MIN.} - 0.05 TcfMIN.? = 19.92 LONGES'i' FLOWPATH FROM NODE 2011.10 'i'0 N033E 2015.00 = 2D50.00 FEET. f* fi? i� i� Y� } yr y y� * i#? f i# i i f i f t i f f i# Y i� i# i i*�e i i f*# i T* t i# i* Y� YI * Y fr f iF f*} 1 1 ik Y� * k ii i� i f Y� f* Y� * �'L,OW PROCESS FROFF NObE 2015 . 00 TO NODE 207.5 _ 00 I5 CODE = 1 --------------------.._.._------------___------------------------------------- » » >DESIGNATE INDEPENDENT STR_F,AM FQR CONFLUENCE« « < »»>AND CO3�fPU'I'E VAitzOUS CONFLUEPICED STREAi� VALUESc«« TOTAL NiJMBER �F S'FR�MS � 2 � CONFLUEidC� VALUES USED FqR INAEPENDFNT STREAM 2 ARE: � TIME OF CONCF.NTRAT�ONIMIN.) = 19.92 RAINFALL INTENSITY�INCH/HRj = 3.b4 TO'I'AL STREAM AREA(ACRES) = 15.50 PEAK FLOW RATE{CFS} AT CONFLUENCE = 55.37 * * CONFLUFI+iC E DATA * * STREAM RUNO�'P TC IN`i'ENSITY AREA NiJMBER (CF$i (�7IN. ) (INCH/I-3pLFR) IACREj 1 49.55 13.10 3.964 11.80 2 55.37 14.92 3.644 15.50 RAINFALL TNTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RLiNOFF Tc INTENSITY N[FMBER (CF5) (MIN.) (INCH/HOUR} ? ].00.46 �3.iQ 3.964 2 1p0.93 f4.92 3.544 COMPU'i'�D C4NFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FJ.,OW 3ZATE{CFSj = I00.93 Tc{MEN.) = 14.92 'I`O'I'AL AREA; ACRES )= 2 7. 3 0 LONGEST FL(}WPA'i'H FROM N4DE 2401.00 T4 NODE 2D15.00 = 2798.�0 FEET. *YrYr}*f* i! *+}# };#yi i YYi Y� t!*i!* f t*t!***t� tkk *Yrik **YrY� *fY� i� ***it *'#Yr}�FiF�ki##+�k�r *'l�i�Fyri yr FLOW PROCESS FRQM idODE 2015.Oa TO NOdE 2016.OQ IS CODE = 31 ---------------------------------------------------......_------------___------ »»>COMPUTE PIPE-FLOW Tl�AVEL TIME THRU SUBAREA« «< � »»>[ISING CO2+IPUTER-ESTIMA'FED PIPESIZE (NON-PRESSUF[E FLOW)«<a< � �WELEVA'1'IOI3 DATA UPSTAEAM{FEET} = 392 00J DOWNSTREAs]{FEETj = 391 DO FLOW LENGTH (FEET) = 24. 00 MANI3Ii�iG' S N = O.OZ3 ]7EPT3-1 OF FLOW IN 33.Q INCH PIPE IS 25.1 INCH�S PIPE-FLOW VELOCITY(FEET/SEC.) = 20.84 E$TIMA'FED PIPE �IAMETER(INCH) = 33.p0 Nl3MHER OF PIPES = 1 PIPE-FLOW{CFSi = f00.93 PIPE TRAVEL TIME(P4IN.) _ �.42 TC{MIN.) = 19.94 LONGEST FLOWPA?'H FROM NODE 2001.D0 TO NODE 20�6.D0 = 2618.40 FEE�`. #t�kY i i Yf f#Y #*t#* f*ri f} f*YrYr*** ** X***it***# iYf ii�k�k ff i Y 1 YYi t t*+i i*�*YrYr***Y� ****#! FLOFi PROCESS FR03�4 NODE 2QI5.00 TO NODE 2016.00 IS CODE = 1 ----------------------------------...._--------------------------------------- »»>DESIGNATE INDEPENDENT ST1tEAM FOR COfVFLLTENCE<t«� TO`i'AL Pi�7MBER OF S'I'REAt+iS = 2 CONFLU�'NCE VALUES USED FOR INDEPEI3DEN'F STREAM 1 ARE: 3'IME OF CONCENTRATIONiI`SIN. ) = 14.94 RAINFALL INTFNSITY{I�CH/HR) = 3.64 , TOTAL STREAM AREA{ACRESj = 27.34 PEAK FLOW RATEfCFS] AT CONFLUENCE = 100.93 * r * ,o- * * a * x + * t x x + � + t + �r f � ,� w * + ,� ti i 1� * # ! Y i i ! * f * * i f t ! * * * * ir * * * Yr � * * i 1 i� k # * * i { i i # i f * Y # f ! FLQW PROCESS FRQM NOD� 2016.10 3'0 NODE 2016.10 IS CODE = 22 --------------------------------------------------------------------------___ » »>RATIONAL METHOD �NTTIAL SUBAREA ANALYSIS« « � ROADfiiARD SURFACEI COVER RUNOFF COEFFICIENT =.9500 SOIL CLASSIFICATION IS "D" 5.C.5. CURVE NUMBER i�C TI} � 92 • CiSER SPECIFIED Tc �Mzrr. �= 6. aao � L _J • 10D YEAR RAINFALL INTF.NSZTY(INCH/HOUR} � 6.559 SUBAREA AUNOFFICFS} = 2.49 'PdTAL AREA[ACRES} = Q.40 TOTAI� RUNOFF(CFSj = 2.99 rr*xti.�*�+i�+�a:it�t+t+ss�*irfyii�+a*+st**s**at�**r+*r�ar�**+t,a***t+++**+ts�r*♦ FLOW PROCESS FROM NODE 2016.10 TQ NODE Z016.04 I5 CODE = 31 »»>CONfPEJTE PIPE-FLOW TRAVEL TIME �'HRU SU&AREA««< »»>USING COi+iPUTER-ESTIMATED PIPESiZE {NON-PRESSURE FI,OWj««� ELEVATTON DATA: LTPSTREAM(FEET) = 395.04 DOWNSTREAM(FEET) = 392.00 FLOW LENGTH(FEET) = 20.Q0 M.�NNING'S N= 0.013 ES'd'IMATED PIPE DIAMETER(INCIi} INCREASED TO 1$.000 DEPTH OF FLOW II3 18. d I13Cf-4 PIPE IS 3. 1 INCHES PIPE-FLOW VELOCITY(FEETISEC.) = 12.03 ESTIMATED PIPE DIAME'i'ER(TNCH) = 18.00 NLFMBER dF PIPES = 1 PIPE-FLOW(CFS) = 2.49 PIPE TRAVEL TIMEfMIN.} = 0.03 Tc(MTN.) = 6.43 LONGEST FLOWPATH FROM NObE 2fl16.10 TO NODE 2016.00 = 40.00 FEET. *�kir*i� rt* Yr Yr Yr *** ** i##f i# *4i i ik #rt iik+yr�411rYi #YY! 4l�Y! Y f iY* t#i **1r* i1 ** *i� k i�i* **t*** *! it t FLOW PROCESS FROFI NODE 2016.00 TO NODE 2016.00 I5 CODE = 1 ------------------------------------------------------------------------------ »»>AESIGNATE INDEPENDENT STREAt�f FOR CONFLIiENCE««< »»>AND COMPt7TE VARIOUS CdNFE,l3EI3CED STREAM VALUES««< TOTAL NUMBEFi OF STREAMS = 2 CONFLUENCE VAF,l3E5 USED FOR II3DEPEFVDENT STREAM 2 ARE: TIME pF' COi�7CENTRATION{MIN. J= 6.03 RAINFALL INTEI35ITYfINCH/HR) = 6.54 TOTAL STT3EAd+1 AREA (ACRES }= fl. 40 PEAK FLOW RATEfCFS} AT CONFLUEEPIICE = 2.49 ' ` COA3FLiTEA7CE DATA * * S'�REA�S RUNOFF Tc I+iUMBER (CFS} (MIN. ) 1 100.93 14.99 2 2.49 6.D3 INTENSI'i'Y AREA (INCH/HOUR) {ACRE) 3.642 27.30 6.539 0.46 RAINFALL INTENSi'!'Y AND TIME bF CONCEN3'RATIDEd RAT14 CONFLIJENCE FORMULA USED FOR 2 STRF..P.MS . "* PEAK FIAW RATE TABLE ** STREAM RUNOFF Tc TNTENSI'�'Y NUMBER {CFS) (MTN.) {INCH/HOURi 1 58.7Q fi.d3 6.539 2 102.32 14.94 3.642 COMPVFED CONFi,UENCE ESTIMATES ARE AS FOLLOWS: PF.AK FI,OW RAT�(CF5} - 102.32 Tc(MIN.) _ TOTAL AREAlACR�S1 = 27.7Q LONGEST FLOWPATI-I FROM NODE 2DD1.00 TO NODE �4.94 2016.00 = 2818.40 F��T. *i # I� � ir*** kYr**# *# �k ## i f tf+f *#Y 1 ikiFif f*�kf�k#� i 11 Y Y**k i t# **#Y� #*� 1**'k**�Ir**Y� ** iF Yr�k** * FLOW PROCESS FROM N4DE 2016.00 'TO �IODE 202Q.00 IS CODE = 31 »»>COMP4J'I'E PIPE-F�OW TRAVEL TIME THRU SUHAREA««< »»>USIt3G COMPUTER-ESTIMA'I'ED PTPESIZE (NQN-PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ------------------------_--_--___---_______-_------------------------------------ ELEVATIO�i DATA: UPSTREAM(FE�T) � 391.00 DOWNSTAEAM(FEETi = 3B8.Dfl FLOW LE3dGTH{FEET) = 80.00 MANi�IING'S N= Q.033 � DEPTH OF FLOW I� 36.0 INCH PIPE FS 25_7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.} - 28.94 ESTIMATED PIPE DIAMETER(INCH} = 36.Qd NUMBER OF PIPES � 1 PIPE-FLOW{CFS) = 102.32 PIPE TRAVEL TTME(MIN.} = O.Q7 TC{M�N.� = 15.01 LONGEST FLOWPATH FROM NpDE 2001.00 TO NODE 202D.00 = 2898.40 FEET. � i i * * # * w R * * # i # � f i 1 * ! ! f * * * k 1 * f * # * i * f i * f i i 1 # i * * * * * * * f f * * # M # i # � i i i i f i � # ti Y i w * i � Y f FLOW PROCESS FROM NODE 2020.OD TO NODE 1005.40 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPfJ'iE PIPE-FLOW TAAVEL TIME THRU SLTBAREA««< »»>iiSING COMPUTER-ESTIMATED PIPESIZE INON-PRESSURE FLOW) « �« -------------------------- - ��EI,EVATION DATA: [TPSTREAM(FEETj = 386.00 DOWNS'fREAM(FEET) = 385.OQ FT.�OW LENGTH ( FEET} � 100 _ 04 MAPiN2NG' S N = 0. Oi3 DEPTH OF FLOW IN 36.0 INCH PIPE I5 26.3 INCHES PIPE-F'LQW VELOCITY(FEET/SEC.1 = 17.16 ESTIMATED PIPE DIAMETER(INCH) = 36.OQ NUMBER OF PIPES = 1 PIPE-FLOWiCFS1 = 102.32 PZPE TRAVEL TIME(M2�I_1 = 0.10 Tc{MIN.} -�5.11 . I.�ONGEST FLOWPATH FROM iVODE 204i.00 Td NOD� 1005.00 = 2998.40 FEET. EN17 OF STUDY SUMMARY : TOTAL AREA(ACRES) = 27.70 TC{�zN_� = 15.11 PEAK FLOW RA�`EICFS) = 102.32 � END OF RA'I'IONA1, ME'FHOD ANI{LYSIS 0 � r 1 L_J APPEND�X 3.1� SYSTEM 3000 (`D' STREET AT EL FUERTE) � u n U � rs�**r*t+r+tt+ft+ttt*ttt****ttf+*t*tt+t+sttt+**++**tw**+w�r�t+*+*+*+**a+*++* RA'I'zONAL METHOD HYDFtOLOGY C4MPU'I'ER PROGRAM PACKAGE Reference: SAN l7IEG0 COUNTY FLOOD CONTROL DISTRICT 1985, 1981 HYDRdLOGY MP.N{JAL (c} Copyright 1982-200� Advanced Engineering Software faesl Ver. 1.5A Release pate: 01/O1/2pp1 License ID 1509 Analysis prepared by: ProjectDesign Consultants 741 B Street, Suite 800 San Diego, CA 92�Q9 619-235-6471 *******'*'*****"*********"` QESCRIPTION O�' STUDY +++++***t+++++*+*y,��rr*r+�** * BRESSI RANCH - EL FLFERTE STREET ; * SYSTEM 3004 * * 10 D -YEAR 5`I`ORt�f EVE[�PI' * M*YrYr tkYrY� *YrYrf� *** *# Y� �*� *� Y� * R* ** f/r f YrYrY� YrYr*k!*tkiA'k �I**tk*t t f�k'kYr�'tktk** t t*f *t t*t*# #* f t �'ILE NAME: C:\aes2001\hydrosfC\ratscx\1325-3u.dat" " " " " " TIME/DATE OF 5T[JDY: 14:].9 asi��i�aa2 USER SPECTFT�17 HYDROLOGY ANI) HYAR.AULIC MODEL INFORMATION: J.985 S� br�GO r�rruaU CRa��Rr� USER SPECEFIED S`PORM EVENTiYEAR} = 104.00 • 6-HO[7A DiJAATION PREC�I'iTA'FION (INCHES} = 2.8Q0 SPECTPIEI7 MIidIMUM PIPE SIZ£(TNCH} ��$.00 SPECTFIEb PERCEN'i' OF GRADT�N'i'S (AECIMAL) 'I'O USE FOR FRiCTION SLOPE = 0.85 SAN DTEGO HYDROLOGY MANi7Ai� "C"-VALUES USFD FOR RATIONAL METHOD �#OTE: ONLY PEAK CONFLUENCE VA%UES CONSIAERED *USER-DEFINED S'i`REET-SECTIONS FOR COUPLED PIPEFLOW AND STREE3'FLOW MODEL* HALF- CROWN Tp STREET-CROSSFALL: CUr�B GUTTER-GEO�SETRIES: A3Ai1NING WTD'TH C120SSFALL TN- / OUT-/PARK- HEIGHT WIATH I,IP HIKE FACTOR N0. {FT} {FT) SIDE / SIDE/ WAY (�'T) (FT) SFTi (FTi (n) --- ----- --------- ----------------- ------ ----- ------ ----- ------- � i 30.o zo.o o.aisio.ols�o.ozo a.6� Z.aa o.o3a.z o.a.6� o.o�.so GLOBAL STREET FLOW-D£PTH CONSTRAINTS: �. Relative Flow-Depth = O.DO FEET as {Ma�cimum Allowable 5treet Flow Depth} -{�`op-of-Curb1 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER TIiAI3 OR EQUAL 'i'O THE UPSTREAM TRIBUTARY PIPE.* *„*****.*.�.»«**.«*****....*****.*t*+t�++*t+++**t;*****+++++t+:t*tt++*+*f+*+�* FLOW PROCESS FROM NODE 1005.40 TO NODE ioo6.ia lS CODE = 22 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYS�S « « < , ROP.D{HARD SURFACE) COVER RUNdFF CQ£FFICIEN`i' _.9500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED TciMIN.) = 6.D40 �00 YEAR RAINFALL INTENSITY(iNCH/HOUR) = 6.559 SUBAREA RUNOFF{CFS} = 0.62 . • TOTAL AREAfACRESI = 0.10 TOTAI, RUNOFF(CFS} � 0.62 � C � • i i* t i iY Y*! t# i i* t#! t Y i t t## i* �r **###*� t t f t# t# t* i* Y i t t t t# f# Y i Y Y�i 4 4 W�k�L + yry. i t�. ** ik y*# FLOW PROCESS FRQM NODE 1006.10 'i`O NODE 1Q06.20 IS CODE = 62 »»>COMPUTE STREET FLOW TR.AVEL 'iTME THRU SUBAREA««< »»> {STREET TABLE SECTION �k 1 USED) ««< UPS7'REAM ELEVATION(FEET} = 409.00 DOWNSTREAM ELEVATIQN(FE$Tj = 405.d0 STREE`i LF'NGTH (FEET) = 350 . 00 CLTRB HEIGH'T ( I�iCHES) = 8. Q STREET HAF.FWII7PH{FE�'!'f = 30.00 DISTANCE FROAS CROWN TO CROSSFALL GRADEBREAK(FEET} = 20.40 INSIDE STREET CROSS�ALL{DECIN4P.I�} = p.01$ OUTSIDE STREET CROSSFALL{DECItiAi�} = O.OIB SPEC�FIED NUi�4SER OF HAI�FSTREETS CARFtYING AUNO�'F = 1 STREET PARKWAY CRQSSFALL {DECI3+]Ai�} �= 0. D20 Manning's FRICT�ON FACTOR for Streetflow Section{curb-to-curb) = 4.4150 Manning's FRICTION FACTOR for Back-o€-Walk Flow Section = 0.0200 **TRAVEL TIME C4MPUTEp USING ESTIMATED FLOWSCFS) = 1.89 STREETFLOW MODEI, RESiFLTS USzi�iG ESTIMATED FLOW: STREET FLOW DEP'i`H(FEE'T} = 0.33 HALFS�'REE'P PLOOD WIATH{P�ETj = 9.22 AVERAGE FLOW VELOCxTY(FEET/SEC.1 = 1.98 PRODUCT OF bEP'I'H&VELOCITY(FT*PT/SEC.) = 0.65 STREEi' FLOW TRAVEL TTME{MIN.) = 2.95 'f'C(MIN.} _ $.95 7.00 YEAl2 RAINFALL IN'T'�ISITY ( I�TCH/H4UR} = 5. 069 2�S�TI,Ti-UNITS DEVELpPMF.AI'Y' RUNOFF COEFFICIEN'i' _ .7000 SOxL CLASS2FICATEpN IS "D" S.C.S. CiTRVE NCIM�ER (AMC Ix) = 90 SUBAREA AR�A(ACRES) = 0.70 SUBAREA AUNOFF{CFS} = 2.48 TOTAL ARF.A(ACRES) = 0.80 PEAK FLC}W 1�AT'E{CFS} = 3. ].1 ENA QF SUBAREA STI2EET FLOW HYDRA[TLZCS : DEP'i'H(F�ET) = Q.37 HALFSTREET FLOOD WID`I'H{FEET} = 1i.68 FLOW VELOCITY{��gT/SEC.) = 2.2D DEPTH*V�LOCITY{�'T*FT/SEC.) = R.82 I.�ONGEST FLOWPAT'H FROM NODE 1p05.0a TO NODE 10d6.20 = 350.00 FEE'I'. *+*++t******+,+++i.+w{i+��**++++*++*+***�,r+**,r*�,ra++****�i***ti�++++*+**�.**+ FLOW PRpCESS FROM NODE 1006.2D 'FQ NODE 1006.50 IS COD� = 1 »»>DESIGNA'iE II�iDEPENDENT STRE.�M FOR CONFLUF�FCE««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUF�7CE VAiUES USED FOR INDEPENf?ENT STREAt�4 � ARE: TIME OF CONCEAI'I'RATIdN(MIN. } = 8.95 AAINFALL INTENSITIC{INCH/HR} = 5.47 TOTAL STREAM AREA{ACRES) = Q.80. PEAK FLOW RATE(CF5} AT CONFLUENCE = 3.11 ! t*t ttYr***t*4tkyrlrYrYr k * *** # *t**! # i t*Y f t t #*t * tt #Y #* t *t* **** ** * **t * *Y� * � * * ** ***'kiF* FLOW PROCESS FROM NODE }�066.30 TO NODE lOQ6.30 IS CODE = 22 ---------------------------------------------------------------------------- »»>RA'F�ONAL ME'i'HOD INITIAL SUBAREA ANALYSIS««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ROAD{I-iARD Si}RFACE) COVER RiJNOFF COEFFICTEN'P =.9500 SOIL CLASSIFICATION IS "d" S.C.S. CURVE NLTMBER fAMC II) = 92 USER SPECIFIED TcfMIN.? = 6.00D �Qd YEAR RAIN�'ALL IN'I'ENSITY{INCH/HOi7A} = 5.559 � SUBAREA RiTI30FF (CF51 = 0 . 62 TOTAL AREAIACRES} = 0.14 TOTAL RUNOFF(CFSf = 0.62 *t it # #f # Y * #t*it tt Y t1 iYyr Y f # Yi i Y ti#**** ** * ***** ** * * f *Yr *Yr*Y� I��ktk�k �It t ## # i* #YY# Yy� �}{� * FLOW PROCESS FROM NODE 1005.33 TO NODE 1006.33 IS CODE = 52 »»>COMPUTE STREET Fi�OW TRAV£L TI�fE THRU SUBAREA«a« » »>{STREET TABLE SECTION # 1 USED}¢a « < UPSTREAr4 ELEVA`PION{FEETi = 404.00 DOWNS�REA3�7 ELEVA3'ION(FEET} = 4Q6^UO STREET LENGTH{FEET} = 35Q.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWI IYTH { FEE'P )= 3 Q. 0 0 ]7TSTANCE FROM CRpWN TO CROSSFALL GRADEBREAK(FEET} = 2D.Q0 I�1SIbE STREE'�` CROSSFALL(DECIMAL) = b.01$ OUTSIDE STREE3' CROSSFALL(DECIi�SAL) = 0.018 $PECiF2ED NUMBEA pF HAT�FSi'R�ET$ CARi�Y2NG RUNOFF = 1 STR�ET PARKWAY CRpSSFALL(DECIMAL) - 0.020 Manning's FRICTiQN FACTOR fpr StreeCflow Section{curb-to-curb) = 0.0150 Manning's FRICTION FACTOR fox Ba�k-of-Wa�k Flow 5ection = 0.0200 "*TRAVEL TIME CQMPUTED USING ESTZMATEA FLC}W(CFS} = 1.58 STREE'i'FLOW MODEL RESULTS USING ES'TIi�4P.'I'ED FLOW: STREE'i` FLOW DEPTH ( FEE'i'? = 4. 31 fiALFS'i`REET F'LOOD WIDTH{gEET} � 8.47 AVER.AGE FLOW VEiOCITY{FEET/SEC.} _ �..9p PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC•j = 0.60 STREET FLOW TRAVEL TIME{MIN.i = 3.07 TC(MIN.) = 9.07 �00 YEAR RAIAIF'ALL IFQ'iENSITY ( II3C!-I/HOUR} = 5. D24 . ROAD(HARD 5i3RFACEi COVER RiJ[40FF COEFFTC��'I' _.9500 50IL CLASSIFICATION IS "D" S.C.S. CURVE NUMSER {p,MC II} = 9z SUSAREA AREA(ACRES) = 0.40 SUBAREA RUNOF'F(CFSi = 1.91 TOTAL AREA(ACRES} - 0.50 PEAK FLOW �iATE(CFS} - 2.53 END OF SEFBAREA S'i'REET FLOW HYDRAUF�ICS : DEPTIiiFEE'I`} = 0.35 HALFSTREET FLpOD WIDTH(FEETi = 10.56 �LOW VELOCITY{FEE3'/SEC.i = 2.09 DEPTH*VELOCITY(F'I'*F�/SEC.) = 0.74 LONGEST FLOWPATH FROM NODE 1Dd6.30 i'p �IODE 1006.33 = 704.00 FEET. !r* f *Yr *ik iFYrYi ***!r!r ***M'k*** t t** i i* # #Y* * #4f f �k*Y�y *** * #'k'k***'Ic* ** **** *ir* *!r* **** f Yr M*ik FLOW PROCESS FROM NODE 1Q06.33 TO NODE 1006.50 IS CQDE = 1 »»>DESIGNA'I'E INDEPENDENT STREAM FOR CONFLUEi3CE«<a< »»>AND COMPUTE VARIOUS COI3FLUE�ICEI? STREP.M VALUES««< ------------------------------------------_--_--_------------------------------- Tp'T'AL NUMI3ER OF STFtEAMS = 2 " CpNFLUENCE VALCTES USEp FOR INDEPENDEI3T STRE.n.M 2 AAE: TIME OF CONCENTRATION(MI1V.j = 9.07 RAINFALL INTFNSITY(INCH/HR} = 5.02 TOTAi� STREAM A�tEA { ACAES )= 0. 5 a PEAK F'LOW f�ATE(CFS} AT CONFLUENCE = 2.53 ** CON�'LIIENCE DATA ** STREAM RUIVOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR} (ACRE} 1 3.11 $.95 5.069 0.80 2 2.53 9.0� 5.024 D.50 • RAINFA�I. INT�iQSITY AND TIME dF CONCENTRATIOPI RATIO � CONFLIIENCE FORMULA USED FOR 2 STREAMS. + * PEAK FI,OW RATE TABLS • * STR�AM RUNOFF Tc INTENSITY NUMBER {CFS} (MII3. } (INC4-I/HOUR) 1 5.62 8.95 5.069 2 5.61. 9.07 5.024 CON3PUTED CONF�,UENCE E5TIMA�`ES ARE A5 F4LLOWS : PEAK FLOW RATE(CFS) = 5.62 'i'c{MIN.f = 8.95 TOTAL AREAIACRES} - Z.30 LOI3GEST FLOWPATH FROM idODE 1006.34 TO P30DE lOD6.54 = 7Q0.00 FEET. +++t*+y.**r+xxry.+ixrtrs*+*�y,*iriri.*+v.***,t**rt*i.aaw*a***rr*x*****ttf*++**i,rw�rxi.*** FLpW PROCESS FROM NODE 14Q6.50 TO NdDE 1D05.00 �S CODE = 31 »» >COMPUTE PIPE-FLOW TRAVEL TIME 'I'HRU SUBAREA« « < »»>USING COiy]PU'i`ER-ESTIMATED PTPESIZ� (NON-PRESSiTRE FLOW? ««< ELEVATION DATA: UPSTREAMfFEET) = 392.00 DOWNSTREP.M(FEET) = 390.60 � FLOW LENGTH(FEE�`) = 100.00 MANNTNG'S N� d.013 ESTIMATED PIPE DIA�7ETER{�NCH) INCREASEb TO �S.pDO DEPTH OF FLOW �N 18.0 �NCH PIPE IS 8.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.} = 7.37 ESTIMA'i'ED PIPE DIAMETER{FNCHi =�$.00 NUMBER OF PIPES � 1 � .PIPE-FLOW(CFS} = 5.62 PIPE 'i'RAVEL TIME (MI�1. y= 0. 23 Tc (MIN. )= 9. 17 LONGEST Fi,OWPATH FROM NODE 1006.30 TO NQDE 1R05.00 = 8DO.OQ FEET. END OF � S'I`UDY SUMMARY : - - -- - . `i'OTAL AREA(ACRESy = 1.30 TC(PfIN.) = 9.3.7 PEAK FLOW RATE(CFS) 5.62 __..-------------------______-----------------------------------------�_________ -------------------------------------------------__--________.._---------------- --------------------------------------------------------------------___--_--_ �__- -----------------------------------------------__----W__----__--_--------------- END QF RATIONAL ME'I'HOD Ai�IALYSES � C � �� APPENDIX 3.12 SYSTEM 4000 {{ C' STREET AT EL FUERTE) � � � f*!*i*ffyl#***t#Y*#r***+i**s**+t*+*�****tt*+++ti#tt**+*+*�**w**rt+**t+*+**�+ RATIONAL tFETHOD HYDROLOGY CpMPUTER PROGRAt�4 PACKAGE Re£erence: SAN DIEGO CQLR+}'I'Y FT,OOD COAITROL DISTRICT 1985, 1987. HYDROLOGY MANLTAL {c1 Copyright i982-2007. Advanced Engineering SoFtware (aes} Ver. 1.5A Release Date: O1/O1/2001 La.cense ID 1509 Analysis prepared by: ProjectDesign Consultants 70� B Street, Suite 800 San Diego, CA 92t41 5619} 235-6471 wwwa***r+.**www«w«*:s**++tt DES�RIPTI�N �F Si`UDY �*::r*r*tw*r***�a**ws«twt* * BRE55I RANCH - BACfCBOidE S'i'ORM � DRAIN ULTIMATE CONDITIONS * * SYSTE#�S 4400 - PA �5 P4P,SS GitADED CONTOURS WITH UI,TIMATE ' C' VALiTES * * 100-YEAR STORt�3 EVENT * t,t,ti.*,t*t,t***,r,ti.x�i.w**w*+++f++++*rt*ww,ti.**�**��wwfr*****+t*t+rt*�*�*****,t**w* FILE NAME: 1325-QI.DAT TIME/DATE OF STU17Y: 09:38 09/05/2002 ---------------------------------------------�--_�------------------------___ LTSER SPECIFIED HYDROLOGY AND HYDRALFLYC M017EL ZNFORMA'i'ION: - ------------------- 1985 SAN DIEGQ MANi7Ai, CRITERIA USER SPECIFIED STORM EVENT{y�) _ �QQ.00 � 6-HOUR D4JRATIODi P1�CZPITATION (INCHESj = 2.800 SPECIFIED MiN2PfCiM PEPE SIZE{ENCHj = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAI,i TO USE FOR FRIC'iIODi SL4PE = Q_85 SAN DIEGO HYDROLOGX N3P.N[JAL ' C' -VALUES iFSET? FOR RA�'�ONAL METHOD NQ'FE: QNLY PEAK CONFLUENCE VAiUES CaNSIDEi�b . *USER-DEFINED S�'FtEE`P-SEC'FIONS FdR COi3QLEI? PTPEFLOW AI3D STREETFE,OW MODEL} HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNTNG WID�'H CROSSFAI.L IN- / OUT-/PARK- I-iE2GHT WIIYPH i,IP ffIKE FAC7'OR NQ. (F`I`j {F'Tj SEDE / SIDE/ WAY (FTj (FT} (FT} (FT) {n) i 3a.o za.o a.aieio o�aio 020 oT6� �z�oo a.o3�z o 167 0 oiso} 2 37.0 32.0 0.020/D.020/ --- D.57 2.00 O.D312 0.167 O.Q150 GLOSAL STREET FLOW-DEPTH CflNSTRAIN'i'S: 1. Relative Flow-Depth = Q.pO FEET as qMaxiinum Allowable Street Flow Depth) -(Top-of-Curb} 2. (Depth)*(Velocity} �onstraS.nt = 10.0 {FT*FT/S} *SIZE PEPE WITH A FLOW CAPACITY GREATER 'FI-EAN OR E¢UAL TO THE UPSTREAhi TRIBUTARY PIPE.* ,t��*i.**�w�*�*w******�*t*+++**t**ir*,t***,t**+w++*at***+++tf*a�rw*rtt++*i.t+*****w� FLOW PROCESS FROM NODE 4001.00 TO NODE 4402.00 IS CODE = 21 _�--------------------------------_------------------------------------------- »»>RATiONAi, I4E'i'HOD I1dITIAL SUBAREA ANALYSIS«��< � ----------------------------------------- COMMERCIAL DEVELOPMFNT RUNOFF COEFFICIEN'P = .8500 S�IL CLASSIFICAi'ION IS "D' S.C.S. CURVE NUMBER (AMC IIj = 92 INITIAL SUBAREA FLOW-LENGTH = 310.00 UPSTREAM ELEVATIpN = 415.Ofl � DOWNSTREAM ELEVATION = 412.Q0 � ELEVATION DIFFERE�CE = 3.00 URBAN SUBA�EA OVERLAND TZME OF FLOWIMEN[JTES) _ $.O1Q 100 YEAR RAINFALL INTENSITY(I[VCH/HOUR) = 5.444 S[iBA3tEA RIR30FF ( C FS }- D. 4 6 TOTAL AREA(ACRES) = 4.1D i'pTAL RLTNOFF(CFS� = 0.46 «***.x*��******+*******#*+****+****���x****��.,.**+....******«+*.**+**++*+++*f* FLOW PROCESS FROM NQDE 4402.00 TO NODE 4003.00 IS CODE = 31 ----------------------------------------------------------------------�__--- »»>CON3Pi7'PE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USII+3G CO3�PUTER-ESTIMA'i'ED PIPESIZE {NON-PRESSURE FLOW) ««< ----------------------------------------------------------------------------- ELEVATIpN DATA: UPSTR�A�4(FEETj = 411.OQ llOWNSTREP.M(FEE'i') = 408.00 FLOW LEIdGTH(FEET} = 620.Oa MANNING'S N= 0.013 ESfiiMATED PIPE DIAMETER(INCH) INCR�SED TO 18.000 DEP'I'H OF' FLOW IN 38.0 I�iCH PIPE IS 3.2 TNCHES PIPE-Fi,pW VELOCITY{FEST/SEC.1 = 2.17 ESTIMATED PIPE DIAMETER(INCH) = 18.04 NUMBER OP PIPES = 1 PIPE--FLOW(CFSi = 0.46 PIPE TRAVEL TIMEIM�N.) = 4.76 Tc{MIN.) = 12.77 LONGEST FLOWPATH FROM NODE 4001.00 TO NODE 4003.00 = 930.Q0 FEET_ t*i+�is+*++tt++t*tt+tt***+tff*t+ttrs++ytrtrtss**+**t**Yyrsr*rtt*r*tyrw*r�*+tw�+k FLOW PROCESS FROM NODE 4003.00 TO NODE 4003.00 �S CODE = 8� ---------------------------------------------------------------------------- »»>ADDITIO?�] OF SUBAREA TO MAINLINE PEAK FLOW««< 14d YEAR RAINFALL ENTE23SI`FY(INCH/HOUR} = 4.030 COMMERCIAL DEVELOPMENT RUNOFF COEFFIC3ENT = .6500 SOEL CLASSIFICA'i'�ON IS 'D" • S. C. S. CURVE NiIMBER ( AiiC I I 1 = 92 STJHAREA AREAIACRES) = 4.20 SUBI�iREA RUNOFF(CFS) = 14.39 TOTAL AREA(ACRES) = 4.30 TOTAL RUNOFF(CFS} - 14.$5 fiC(MINf = 12.77 t*+:**.+t**:***«**t*««*,.t****+t*+**++*+���*+*t+t*+*��***t.+�*++,.+**tt**+**�* FLOW PROCESS FROM NODE 4003.04 TO NODE 4006.20 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPLT�`E PIPE-FL.OW TRAVEL i`IME 'i'HRU SUBAREA««� »» >USING COMPUTER-ESTIMATED PIPESIZE {NON-PRESSURE FLOW?« « < EL�IATION DATA: UPSTRF.AM[FEET} = 4Q8.OD DOWNSTREAM(FEET) = 403.75 FLOW LENGTH(FEE'I') = 85a.00 MANi�iING'S N= �.0�3 DEPTH OF FLOW IN 27.0 iNCH P�PE I5 17.2 INCHES PIPE-FLQW V�i3OCITY(FEET/SEC.} = 5.55 ESTIMAi`ED PIPE DIAMETER11i�FCH} = 27.Q0 NiJMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.85 PIPE TRAVEL TIN3EIMIN.) = 2.55 Tc(MTN.} � 15.32 LONGEST FLOWPATH FROM NODE 4001.Q0 'I'0 NODE 4006.20 = 1780.Ofl FEET. Y# i tY #4* Yr ####t ##i�! i! i Y!*ii #Y! f iYY�***tt*#** *} y.yr�; yr�Y jr* iYyr W* iFiY1��F* **�krt *yr *y� �LYY�Y! y� iY4 FLOW PROCESS FROM NODE 4006.20 TO NODE 40d6.20 IS CODE = 81 »»?ADDITION OF SUBAREA TQ MAINT,�t+IE PEAK FLOW««< ---------------------------------------------------------------------------- 100 YEAR RAINFALL IN'T'ENSr'rX(INCH/HOUR} = 3.583 COMMERCIAL DEVELOPMF�'I' RUNOFF COEFFICIENi = .8500 SOIL CLASSIFTCATION zS °A" S.C.S. CURVE NUMBER (AMC I11 = 92 SUBAREA AREA{ACRES) � 5.80 SUBAREA RUNOFFICFS? = 17.57 . TOTAL �.x�(acR�s1 = lo.io TOTAL RUNOFF(CFS► = 32.52 • TC(MIN} = 15.32 x*t*�***+WYyt*rt#+*twx�w**+t���t�*+*+*t*+**�*x�************�**�*a**+*+ttrt�w FLOW PROCESS FROM NODE 40R6.20 TO NODE 4007.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPU'PE PIPE-FLOW TRAVEL TIME THRU SUBAREA« �c� »»>USING COMPU'I'ER-ESTIMATED PIPESIZE (EdON--PRESSUHE FLOW) ««< ELEVATiQN DATA: UPSTREAM(FEET} = 405.00 DOWNSTREAM(FEE'i') = 364.00 � FLOW LFNG'I'H{FEET} - 150.00 MANNING'S N= 0.013 ESTTMATED P�PE AXAMETER(TNCH} INCREASED TO 18.00D DEPTH dF FL4W IN 18.0 Ii�iCH PIPE I5 14.2 INCHES PIPE-FLOW VELOC�'i'Y�FEET/SEC.} = 3I.53 ESTIMA'f`ED PIPE DYAMETER(INCH} - 18.OD NUMBER pF PIPES = 1 PIPE-FLOW{CFSi = 32.52 PIPE TRAVEL TIME(MIN.� = 0.08 Tc{MIN.) = 15.40 LOi�FGES'F FLOWPATH FROM i�iODE 4001. QO TO DTODE 4007 . 00 = 1930.00 FEET. * f Yr *YrYr�k k IrYr YrYr f'!r Yr ** f /r *YrYr * f *YrYrf f * ►!*# #**t t! #*tittt t# # # t# # #4�k1 * f **Y4 YiYi�#�Jr* ** **# FLOW PROCESS FROM NOAE 4a47.00 TO idODE 4010.00 IS CODE = 31 »»>COMPUTE PTPE-FLOW TRAVEL TIME THRU SUBAREA« «< »»>USi4VG COMPUTER-ESTiMA�`ED PIPE3IZE (NON-PRE5Si1RE FLOW) ««< ELEVA'TIO[d DATA: UPSTREAM(FE�T) = 360.00 DOWI3STREAM(FEET) = 350.00 FLOW LENGTH(FEET) = 2QQ.pa MANNIFdG'S N= 0.013 DEP`i'H pF FE,OW IN 21.0 INCI-f PIPE dS Z7.1 INCHES PIPE-FLOW VELpCITY(FEET/S�C.) = Z5.48 ESTiMATED PIPE DIAi�SETER{��CHJ = 21.04 NUMBER OF PIPES = 1 PIPE-FLOW(CFS} - 32.52 • P�PE TRAVEL TFME(MIN.} � 0.22 TC(MIN.j = 15.61 LQNGEST FLOWPATH FROM NODE A00�.00 TO NODE 4010.00 = 2130.00 FEET. t**+x**w*,��.�*s*�.rw**�****,r��*�+�******�,.*,.,,,.,,**««*«�***************+***++f FLOW PRpCESS FROM NODE AOID.OD TO NODE 4010.00 I5 CODE = 1 ---------------------..___-___------------------------------------------------ »»>DESIGNATE IPiDEpENI7�NT STREAM FOR CONFLiJENCE««< ------------------------------------------------------------------_---------__-- -------------------------------____------------------------------------------ TOTAL NUMBER OF STREAM$ = 3 CONFLUENCE VALUES USED FOR TNbEPENDENT STREAM � ARE: TIME OF CONCENTRATIQN(MIAi.} = 15.61 RAINFALL INTEIdSITY{�NCH/HR} = 3.54 . TOTAL STREAM AREA(ACRES) = 10.10 . PEAK FLOW RATE{�F5) AT CONFLUENCE = 32.52 'kYriA'1� 1riA' fr*MYrA�F*Yr YrY� f frik***t i tt*# # t t*t�! # f tt# f i YyrYt * 14if f* f yriF *Y *Y�! Y ti f Y�ky��Fi *# i** *#* FLOW PROCESS FRdM NODE 4008.00 Td I3�DE 40d8.00 I5 CODE = 22 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« �« --------------------------------------___------------------------------------- ----_____________�_.._-------------------------------------------------------- SINGLE FAI+IILY DEVELOPMENT RLTNOFF COEFFICIENT =.5500 SOIE, CLASSIFYCATIOPi IS 'D' S.C.S. CURVE NiJMBER {}�C II) = 88 USER SPECIFIED TC{MIN.) = 6.000 100 YEAR RAII3FALL INTENSITYfINGH/HOUR� = 6.559 SUBAREA RCTNOFF{�FSJ = 8.66 TOTAL AREA{ACRES) = 2.40 TOTAL RUNOFF(CFS} � 8.66 � * * ******#tiYr*#�* i *i#*f f 4�Y4Y W Y i 4 i **}*********�k X �k * * * * ** ** ****Yr** * :F}* 4*iF*# iF *Y� �r FLOW PROCESS FROM NODE 4008.Q0 TQ NODE 4010.Od SS CODE = 31 • ---------------------------------------------------------------------------- . »»>COMPUTE PIPE-FLQW TRAVEL TIME THRU SUBAREAz «¢< » »>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLpW) « « < ELEVATION DATA: UPSTREAM(FEET) = 342.35 DOWNSTRE.n.M{FEET} = 3qz 29 'YY FLOW LENGTHfFEET) = 5.25 MANNING'S N= 6.013 DEPTH OF FLOW IN IS.D INCH PIPE IS 12.6 INCHES PIPE-FLOW VEI,QCITY;FEET/SEC.) = 6.56 ESTIMATED PIPE DIAMET$R(INCHj = 18.00 I3[TMBER OF PIP�S = 1 PIPE-FLQW(CFS} � 8,66 PIPE TAAVEL TIMEfMIN.i = 0.01 Tc(MIN.� = 6.01 LONGEST FLOWPATH FROM NODE 40D8.00 TO NObE 4D10.00 = 10.50 FEET. *�.*..x.****.*t.***�**++++*tw�tit.*+.*.*�**+**�*�.****.*+++:�t��.�***�****�*« FLOW PROCESS FROM NODE 4010.00 TO NODE 4010.Ofl FS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE iNDEPENDENT STREAM FOR CONFLUENCE«� « ------------------�-__--- 'i`OTAi� NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INL}EPENi�ENF STREAM 2 ARE: 'FIME OF CONCEN'i`RATION{MIN.) = 6.01 RAENFALL INTEiVSITY(INCH/HR) = 6.55 TOTA.L STREAM AREA(ACRES) = 2.4D PEA2C FLOW RATE (CFS j A'i' CONFLU�iCE _ $. fi6 �1'tt* *i ## ***** * * *ir** * ** Y� f �/rYr9r M1r 1r**tttt # Y* f YY� *! Y�F�F+i*i� ****** i!lrYr iF Yr 1r1r*�k***t# #i! f #i FLOW PROCESS FROM NODE 4009.00 TO NODE 4009.d4 TS CODE = 22 »»>RATIOi�iAL METHOD INITIAL SUBAFtEA ADIALY5I5«<e< _---------------------- ROADIHARD SURFACE} COVER RiFI30FF COEFFICIENT =.9500 • SpIL CLASSIF'iCA'TTON IS 'D" S. C. S. CL7ftVE NUMBER (AhSC II 1= 92 i]SER SPECIFiED 'TC iMZI3. j= 6.000 100 YEAR RAINIPALL IN'I'ENSITYfINCH/HOUR} - 6.559 SUBAFtEA RUNOFF(CFS) = 4.98 TOTAL AR�(ACRES) = 0.80 TOTAL RUNOFF{CFSj = 4.98 *tk *`k'k'kifilFtk**** ********i� * rt i! flrlr fr �F*Yr*t**! f i i?f iYf f yr�k�4i4#'***********1r1� i� tklr}***#i�* * FLOW PROCESS FFtOM NOF}E 40Q9.00 TO NODE 4010.00 IS CODE = 3Z »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA« «< »»>USING COMPLFTER--ESTIMATEp PIPESIZE INON-PRESSURE FLQWi ««< ELEVA'i`ION DATA: UPSTREAMiFE�T� = 350.04 DOWNSTRF�M{FEETi'=' Y3A9.�00 FLOW LENGTH(FEET} - 50.00 MP.NNING'S N= 0.013 ESTIMATED PIPE D�AMETER(INCH} INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.5 INCHES PiPE-�'LOW VELOCITY(FEET/SEC.} = 7.14 ESTIMATED PIPE DIAMETER(INCH} = 1$.00 i�FUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.98 PIP� TR.AV�L TIME (MIN. j= 0. 12 TC {MZI3. }= 6. 12 E,ONGEST FLOWPATH FROM NODE 4009.04 �`O NODE 40i4.00 =****i*'* FEET. ****+**.*.+**++*+**+f**...���+++*+******.,.«+***+**+**++tf*++t.*��sr*�++++**+ FLOW PROCESS FROM NODE 4010.04 Td NODE 401�.QQ I5 CODE = 1 ------------------------------------------------------------___---_-__------- »»>DESIGNATE INDEPENDE3J'I' STREP.I�1 FOR CONFLUENCE««< »»>PND CdT+iPU'i'E VARIOUS CONFLUENCED STREAM VALUES««< --_----------------- TOTAL Ni.TMBER OF STREAMS = 3 . CQNFLUENCE VALUES USED FOFt iNI}EPEidDENT STREAM 3 ARE : . TTME OF CONC�N'I'RATION{MIN.} = 6.12 RAINFAiJL TN'TENSITY ( INCH/HR} = 6. 48 TQTAL STREAM AREA(ACRESj = 0.8D PEP.K FLOW RATE(CFS) A'i' CONFLUENCE = 4.98 * * CONFLIJENCE DATA * * STREP.M RU�TQFF TC INTENSITX AREA NUMBEI2 (CFS) (MIN.} (INCH/HOETR) (ACRE) 1 32.52 15.61 3.539 �Q.10 2 8.56 6.01 6.549 2.40 3 4.98 6.12 6.4']8 d.80 RAINFALL INTFPISITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. '* PEAK FLOW RATE TABLE ** STREAM RiJPIOFF Tc INTENSITY NUMBER (CFSj (MIN.} (INCH/HOUR1 1 31.16 6.01 6.549 2 31.31 6.12 6.478 3 39.92 15.61 3.539 COMPUTED COI3FLUENCE ESTI3�iP.TES ARE AS FOLLOWS: PEAK FLOW RATE{CFSi = 39.92 Tc(h4IN.) = 15.61 TOTAL AREA(ACRESI = 13.30 LONGEST Fi,OWPATH FROM NODE 4009.00 TO D30DE 4010.00 =******** FEE�. 4f�*Yr* YrYrMYrY�*Yr **Yr* ** **** ***iF iF*ik Y� iF �klrikik*Yr* iF *1r*yriFk****tk**'k'k�kYr*�Jrt t**!** #####i Y f Yf i FLOW PROCESS FROM PIODE 4410.00 TO idODE 1015.4� IS CODE = 31 ---------------------------------------------------------------------------- . »» >COMPiiTE PIPE-FLOW TRAVEL TIME THRU SUHAREA««< »»>USENG COMPi3'I'EA-ESTIMA'FED PIPESIZE {I30N-PRESSURE FLOW) �«« ELEVATION DATA: UPSTREAMIFEET) = 352.00 DOWNSTREAM{FEET} = 350.24 FLOW LENGTH(FEE'I') = 100.64 MANNIi3G'S N= 0.013 DEPTH bF FLOW IN 36.0 INCH PIPE I5 24.2 INCHES PIPE-FLOW VELOCITX{FEET/SEC.) = 11.34 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 Pi��-Fz�owf��'S1 = 39.92 PIPE �'AAVEL TTME{MFN.} � 0.15 TC(MIN.) _�5.76 LONGEST FLOwPATH FRO�'I NODE 4009.00 TO NOAE 1015.D0 =**'�***** FEET. ---------------------------------------------------------------------------- ENll pF S'1'UDY SUMMARY : TpTAL AREA{ACRES) = 13.30 TC{MIN.) = 15.76 PEAK FF�OW RATE(CFS) = 39.92 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIOI3AL METHOD RNALYSIS � �_� APPENDIX 3.13 SYSTEM 50�� (`B', `P', `Q' STREETS) � n U • �**�***�*+aw�+��***+******+*�*x+�+***+*t****++**++*rr++**+r+tt+*+**w�****��* RATIONAL METFiOD HYDROLQGY CQMPUTER PROGRAN3 PACKAGE Reference: SAN D�EGO COi7N3'Y FLOOD CO23TRQL DTSTFtIC'i 1985, 1981 HYDROi,OGY MAN{JAL {c) Copyright 1982-2401 Advanced Engineering Software (aes} , Ver. 1.5A Release Date: 0�/01/2001 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite B00 San Di.ego, CA 927.01. (bx91 235-6471 *W�>xw*w�+*�+w*wvr+�r*+*+w�. nESCRIPTION �F STUDY *"`*",r*ww*rwr*****t�t*ttfr� ' BRESSI RANC4-I - MASS GRADING 1}L'T'TMATE CdNDITI0N5 * " SYSTEM 5000: NODES 5000 - 5015 * * �d0-YEAR S'i'ORM EVENT � * *rsss+***++ti��ve**t+:*s+*wrt*xt+w+*v.,ri.***a.+,t*++++i.*,t****,t*i.i.w+*w*w�k**:**tw+ FIL£ I3AbfE: SODO.DA�' TIME/DATE OF STUDY: 10:59 09/03/2002 ------------------------------------------------------------------__--------- USER SPECIF�ED HYD32QLOGY AND liYDRAiFLIC MpT7EL I�IFORMAT'iON: -----------------------------------------------_----_--------------------------- 1985 SAN DYEGO MANUAL CRITERIA USER SPECFFYED STORM EVENT(YEAR) = 100.00 � 6-HOUR DU3i.i�'FIdN PRECIPITATION (INCHES). = 2.80D SPECIFIED MINIMUM PIPE SIZE(INCHi = 18.00 SPECIFIED PERCENT OF GRADIEidTS(DECIMAI�] TO CFSE FOR FRTCTIpN SLOPE = 0.90 SAN DIEGO HYDRdLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIbEFtED *USER-DEFINED STREET-SECTIONS FOit CaUPLED PIP�FLQW AND STREETFLOW MODEL* HALF- CRdWN TO STitEET-CROSSFALL: CLiRB GUTTER-GEOMETRIES: MANNING WIDTH CRdSSFALL IN- 1 OIT'I'-/PAFtK- HEIGHT WIIYI'H LIP fiIfCE FACTOR N0. (FTJ (FT) SIDE / SIDE/ WAY (PT} (FT} (FTJ {��} (n) _--_ -_---- ---------- ----------------- ------ ----- ------ ----- ------- 1 2fl.Q 15.0 Q.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.01,75 GLOBAI, STREET FLOW-DEPTH CdNSTRAINi`5: 1. RelaCive Flow-Depth = D.50 FEET as (Maximum Allowable Street Flow Depth} -. (Top-of-Curb1 �• iDepthi*(Velocityj Constraint = 6.0 {FT*FT/Si "`S�ZE PIPE WI'I'H A FLOW CAPACITY GREATER TfiAN OR E4UAL TO THE UPSTREAM TRIBUTARY PIPE.* ++**t***.,*�+.+.***+**+.�*..*.*,.«.*�**....*+�+���+**+***+++t.++*+*++*+*++,.+*t* FLOW PROCESS FHOM NODE 5001.4Q TO NODE 5001.10 IS CODE = 21 __--------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANAi�Y5I5 « «< -----------------------------____--_--______----------------------------------- ---------------------------------------------------------------------------- RURAI� DEVELOPMENT RIJNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION I5 "D" 5. C. S. CURVE Ni7NiBER {AMC II }- g7 INITIAL SIISAREA FLOW-LFNGTH = 400.00 tTPSTREAM ELEVATION = 404.00 DOWNSTREAM ELEVATION = 395.00 � ELEVATEON DIFFERENCE = 9.00 • URBA�+I SUBAREA OVERLAND 'FIh'FE OF FLOW{MINiJTES) = 17.858 �00 YEAR RAINFAL� INTETISITY(INCH/HdURj = 3.246 SUSAREA RUNOFF(CFSi = 2.92 TOTAL AREA(ACRESf = 2.04 TOTAL RUNOFF(CFSf = 2.92 **�**�*�,�**,rww**w*w,+**v�v�x**+wrtv��*+*+��**�***�*�*+++�v��*�*,r,r*�*+*�***�*x+*x+* FLOW PROCESS FROM NOD� 5001.10 TO NODE 5Da2.20 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FQR CONFLUENCE« « < ----------_�__..�_---------_-------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONF'LUENCE VAL[3E5 USED FOR INDEPEAIDEN'T' S'i'REAM 1 ARE: TTM� OF CONCENTRATION{MIN.] = i7.8b RAINFALL INTEiQSITYfINCH/HRi = 3.25 TOTAL S'FREAi�f AREA ( ACRES )= 2. 00 PF.AK FLOW RA'I'E ( CFS i A'i` CONFLU�ICE = 2. 92 *****�**+*a,rw*,rv.w*a*�r**�r�+w,rvr+�**+*+++**+*********v.+*a�************�***x**+* FLOW PROCESS FROM NpDE 5002.00 TO NODE $a02.10•TS CODE = 21 »»>RAi`IONAL METHOD YNITIAL Si1SAREA ANALYSIS««< ---------------------------------------------------------------------------- RpAD(HARD Si3RFACE} COVER RUNOFF COEFFICIENT =.9500 SOIE, CLA55IFICATION YS "D" S. C. 5. CURVE EVUMBER { p,MC I I j = 9 2 INITIAL SiJSAREA FLOW-LENGTH = 20.00 UPSTREP.M ELEVATION = 405.00 DQWNSTREAM ELEVATION = 404.50 ELEVATION DIFFERENCE = 0.54 UF2BAN SUSAREA OVERLAND TIME OF FLOW f MINLT'�ES )= 0. 9 9 Q • TIME OF COI3CENTRA'i'ION ASSUMED AS 6-MINUTES �00 YEAR RAINFALL INTENSI'PY(INCIi/HQUR} = 6.559 SUBAREA R{.TI30FF { CFS }- 6. 31 '�OTAL AREA(ACRES} - 0.05 TOTAi� RLTNOFF{CFS) = 0.31 1F3'*�� 1'�'Y Y W�Yi* Y y f Y Y�l�rf Y�i Y 1�1Y f YY #i }+} } j�i#i k*i# V'1�'f iF* Y Y#rt Yif+i W Y�YYiYrt tYi� *�! y� ti ti�Y #i FLOW PRpCE55 F�2QM NODE 5002.�0 TO NpDE 5a02.20 IS CpDE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW 'i`F2AVEL TIME THRCT SUBAREA««< »»> { STREE'i` TABLE SECTION # 3 USED )««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTRSAM ELEVATIONSFEETr = 404.5D DOWNS'FREAM ELEVATIONfFEET} = 394.50 STREET LENG'FH{FEET) = 65Q.00 CURB HEIGHT(iNCHES} = 6.0 STREET HAI�FWEDTH{EEETf = 2Q.00 DISTAA3CE FROM CROWN TO CR055FALi, GRADESREP.K{FEET) = 15.OD If3SiDE S'i'REET CR055FALL{pECIMALj = 0.020 OUTSIDE STREET CROSSFALL{p�CIMALj = 0.020 SPECIFIEd N[FMBER OF HALFSTR�ETS CARRYIAIG RUNOFF = 1 STREET PARKWAY CROSSPPLL{p�CIMAL� - O.D20 Manning's FRICTIO[� FACTOR for Streetflow Section(curb-to-curb) = 0.0175 Manning's FRICTIOIQ FACTOR for Back-of-Walk Flow 5ection = 0.0149 **TAAVEL TIME COMPU'PED US�NG ES'I'I24ATE3J FLOW(CF5} - 1.60 STREETFLOW MODEL RE5ULT5 USING ESTIMA'£ED FLOW: STREET FLOW DEP'�'H(FEET} = 0.29 FiALFSTREET FLOOD WIDTH�FEET) = 7.9b AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.12 PRODUCT OF DEPTH&VELOCITY(FT*F'i/SEC.) = 0.61 � STREET FLOW TRAVEE� TINFE�MIN. )= 5.10 Tc (MIid. }= 11.10 � 100 YEAR RIaINFALL INTF�iSFTY(TNCH/HOURj = 4.411 ROAD{HARD SURFACEj CpVER RLTNOFF COEFFICIENT =.9500 SOIL CLASSIFICATTON IS "A' S.C.S. CURVE NUMBER (AMC I11 = 92 � SiTSAREA AREA{ACRESj = 4.60 StTBAREA RUNOFF{CFS1 = 2.51 TOTAi AREA{ACRES} = D.65 PEAK FLOW RA'Y'�(CFS) = 2.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEQ'!'H ( FEET) = 0. 33 HAI.FSTREET FLOOD WID?'H { FEET) = 10 . 24 FLOW VELOCITY(FEET/SEC_) = 2.42 DEPTH*VELOCITY{FT*FT/SEC.} = 0.80 LONGEST FLOWPATH FROM NODE 5a02.00 TO NODE 5002.20 = 674.p0 FEET. t*+�*t+**t**rr**trttt****t*a+**ttirw,r*��v.t+*t****t**,t**++i.+t**i.*�*�*ww+**t+tt* FLOW PROCESS FROM NODE 5002.20 TO NODE 5002.20 IS CODE = 1 ---------------------------------------------------..------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLi7EhICE««< »»>AND COMPUTE VAAIOiTS CONFLUENCEb STREAM �VALUES««< ---------------------------------------------------------------------_--_--____ ----------------------------------------------____--_--_------------------------ TOTAL NUMBER OF STREAMS = 2 CdNFLUENCE VAL[3ES USED FOR INDEPENDENT STREAM 2 ARE: i`iME OF CONCENTRATION(MIN.} = 11.10 RAIbiFALL INTENSITY(INCH/HR} = 4.41 TOTAL STREAM AREA{ACRES) = D.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.83 * * CONFLUENCE DA'i'A * * S'FREAM RLFI30FF TC �Ni`ENSITY AREA NUMBER (CFS) (i+lIid. j (INCH/H�UR) (ACRE) 1 2.92 17.85 3.246 2.00 2 2.83 11.10 4.411 0.55 RAINFAii, INTEidSITY Ai1D TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA LiSED FOR 2 5TR£A.MS. ** PEAK FL�W RATE TASLE ** STREAM RUNOFF Tc INTEiQSI`FY NUMBER {�FS) {MIN. ) {INCH/HO[Jlt} 1 4.98 11.10 4.411 2 5.00 �7.86 3.24b COMPUTED CONFLUEi3CE ES'i`IMATES ARE AS FdF,L�OWS: PEAiC FLOW FtATE(CFS} - 5.00 Tc {MIN. }_ TO'i'AL AREA(ACFtES} - 2.65 LONGEST FLpwPATH FRQM NODE 5002.fl0 TO NODE 17.86 50D2.20 = 67Q.00 FEET. .�+,�+��*+��.�+ww�**���***�+*��++*+*„�*****..*..***«,.w.**.*...**.�**++t*�*�*+f* FLOW PROCE55 FRQM NpDE 50p2.2p TO NOAE 5Q04.00 IS CODE = 31 -----------------------___--____-_------------------------------------------- »»>COMPUTE P�PE-FT,OW 'I'RAVEL TIME THRL3 SUBAREA««< »» >USING COMPUTER-ESTZMATED PZPESIZE (NON-PRESSURE FLOWf « « < ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATI0�7 DATA : UPSTRF�S { F'EET j= 3 92 . 0 � DOWNS`I`REAM ( F EET }= 3 91 . 0 0 �'LOW LEDiGTHfFEET} = 7.50 MANNING'S N= 0.413 ESTiMA`T'ED P3PE DTAME'FER { zNCH j IAICREASED TO 1B . 000 DEPTH OF FLQW TN 18.6 I�iCH PIPE I5 4.5 I23CHE5 PIPE-FLOW VEi�OCZTYfFEE'£/SEC.} = 14.44 ES`iIi+SATED PIPE DIAMETER(Ii�fCH} = 18.OQ i3UMBER OF PIPES = 3 PIPE-FLOW(CFS) = 5.00 PIPE TR.AVEL TIME[MIN.i = 0.41 Tc{MIN.} = 17.87 LONGES'I' FLOWPATH FRON3 NODE 5002.00 TO NODE 5004.00 = 677.50 �'EET. C � � t t t f Y # * t * t t * t t t t Y # # # # Y * f # Y Y t ! * * * � Y * f * * * f k # * * * * * i * * t t * t t t * t * * f * Y W * * i t M * f * * * * * FipW PROCESS FROM NODE 50p4.D0 TO NODE 5004.00 IS CODE = 1 »»>DESIGNATE Ii�iDEPENDEN'� STRF.AM FdR CONFLUENC�««< ---------------- TOTAL DT{TMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOF[ INDEPII�iDENT STREP.M 1 ARE: TIME OE CONCENTRA'I'TON(MIN.J = 17.87 RAINFALL rN'TENS�TY(INCH/HR) = 3.24 TOTAL STREP.M AREAfACRE5) = 2.65 PEAK FLOW RATE(CF5? AT CQNFLUEIQCE = 5.00 t*+++*f*++r***+****tt*******+rrw�*+v.�i.**i�++*,t***x****«********+x+**+*�w*ww+* FLOW PROCESS FROM NODE 5D03.U0 'TO NODE 50D3.10 IS CODE = 21 --------------------------------------__------------------------------------- »»>RATiONAL ME'i`HOl] INITIAL SUBAFtEA ANALYSIS««< SINGLE FAMILY DEVELOPMENT RLTbFOFF CO�FFICIEN'I` _.550� y SOIL CLASSIFICATEdN IS "D" S.C.S. CURVE N[JMBER (AMC I11 = B$ INI'FIAL SUSAREA FLOW-LENGTH = 143.00 UPS'FREAM ELEVATIQN = • 408.20 DOWNSTREAPi ELE�IATIQN = 407.00 ELEVATION DIFFEREIVCE = 1.20 URSAI3 SUBAREA OVERLAND TIME OF FLpW(MINUTES) = 12_551. 1Qa YEAR RA�DiF'ALL IiJTE235ITY { yNCii/iiOLTR? = 4. 075 SUBAREA REJrIOFF(CFS1 = 0.45 'i'O'FAL AREA{ACRE51 = 0.24 TOTAL RUNOFF(CFS1 = 0.45 ******t«*wr«**�r**�,r********t*t+*+rt*�rwtw+�t**k*+,t***tt*********�*a,r**+*++**t+* � --FLOW PROCESS FROM i�iODE 5�03.10 TO NQDE 5003.20 IS COD� = 62 »»>COMPUfiE STREET FLOW '£RAV£L �I2+iE THRU SUBAREA«c« » » >{STREET TASLE SECTIdN # 1 USED} « « < _--_----___-__--_--____--_�------------------------------------------------------- --------------------------------------�---___--------------------------------- UPSTREAM ELEl7ATI0N{FEE'F} = 4D7.00 DOWNSTRE.n.M ELEVATION(FEET) = 392.00 STREET LFNGTH(FEET} = 484.00 CURB HEIGHTIINCHES) = 6.0 STREET HALFWIDTI-I{FEET) = 2D.00 DISTANCE �'RON3 CROWN 'PO CFtOSSFALL GRA.DEBREAK(FEE3'} � 15.OD I�FS�DE STREET CRdSSFALL(DECI3�fAL) = d.020 Ol3'PSIDE STREET CRQSSFAiL(DECIMIiL) = 0.020 SPECIFIEA NUMBER OF HALFSTREETS CARftYING RUNOFF = 1 S'I'FtEET PARKWAY CROSSFALL ( DEC IMAI� � = 0. 02 0 Manning's FRICTION FACTOR for Streetflow Section(curb-ta-curb} = Q.D175 Manning's FR�CTTON FACTOR for Back-of-Walk Flow Section = 0.0149 ��TRAVEL `F'IME COMPUTED US�NG ESTINiATED FLOW(CFS) = 2.13 STREETFLaW MODEL RESUL'd'S USING ESTIMATED FLOW: 3TREET FLpW DEPTf-I ( FEET) = 0. 2 S HALFSTREET FLO�D WIDTH(F�ETJ = 7.72 AVERAGE �LOW VELOCITX(FEET/SEC.) = 2.9$ PRODUCT OF DEPTH�VELOCITY(FT*FT/SEC.) = 0.84 STREET FI,OW TR.AVEL 'iIME(MIN.i = 2.70 Tc{�I�,} = 15.26 104 YFAR RAINFAi�L INTENSITY(INCH/HOUR) = 3.543 SINGi,E FAi�fILY DEVELOPMENT Ri3NOFF COEFFICIEIJT =.55fl4 SOZL CLASSIFICATION I5 'D" S.C.S. CURVE NCTMBER (A�iC II} - Bg SUBAREA AREA{ACRESj = 1.70 SUBAREA RUNOFF{CFS) = 3.36 • 'i'OTAL AREA{ACRESj = 1.90 PEAK FLOW RA'iE{CFS) = 3.81 i . C � END OF SUBAREA STREET FLOW HXDAAiJLICS: DEPTHIFEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET� = 10.41 FLOW VELOCITY(FEET/SEC.) = 3.40 DEPTH"VELOCITY{FT*FT/SEC.) = 1.11 LONGEST FLOWPATI3 FROM NODE saa3.oa TO NODE 5003.20 = 627.p0 FEE�'. *+ww*ww***�*�+**�*ww**�***��*******+*****+****+****�*+*****�*r***++**+*���++ FLOW PROCESS FROM NODE 5D03.20 TO NODE 5404.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLdW TRAVEL TIME THFtU SUSAAEA� «« »»>USING COMPUTER-E5TI�5ATE� PIPESiZE fNON-PRESSU3ZE FLOWj ««< ---------------------------------------------------------------------------_- -------------------------------------------------------�___..____------------ ELEVATION DATA: UPSTREAM(FEE'P) = 392.00 DOWNS7'REAM(FE�'I'} = 391.04 FLOW LENGTH(FEET) = 21.70 MANNING'S N= O.D13 ESTIMATED PIPE DIAMETER(IfdCHJ INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 II3CH PiPE IS 5.1 I[VCHES PIPE-FLOW VELOCITY{FEET/SEC.j = 9.�A ESTIMATED PIPE DIAMETER(INCH) = 18.Q0 NUMF3ER OF PIPES = ]. PIPE-FLOW(CFS} = 3.81 PIPE TR.AVEI, TIM£(MIN.) = 0.04 Tc{MIN.} = 15.29 LONGEST FLOWPATH FRdM NODE 5003.00 TO NQDE 5009.00 = 648.7p FEE'd'. t Y t* t# i*!#*## t t i* t t*# t t t# t t! f* f! Y** Y f Y i! Y�f # Y Y Y f f Y 1�k Y i Y f i! Y Y��k Y Y#+ yr µ}*#*'k ** i** FLOW PROCESS FROM NODE 5Q04.00 TO NODE 5d04.00 IS CODE = 1 ----------------------------------------------------------------------------- »»>DESIGNATE IiVDEPENDEN't 5TR£AM FOR COFVFLUENCE««a »»>AND COMPUTE VARIOT3S CONFLU£NCEi) STREAM VALUES««< ------__-___W___.._------------------------------------------------------------ ---------------------------------------------------------------------------.. TOTAL NUMSER OF STREA�45 = 2 CaNFLUENCE VALUES USED FOR INf?EPEiJDENT STREAM 2 ARE: TIME OF COPICENTRATION(MIN.) = 15.29 RAINFALL INTENSITY;INCH/HA) = 3.59 TOTAL STREAM AREA(ACRES} = 1.90 ' PEAI{ FLOW RATE(CFSj AT CONF'E�U£NCE = 3.SZ ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NL7MBER {CFS) (MIN.) (INCii/HOUR} {ACRE) 1 5.00 17.87 3.245 2.65 2 3.81 15.29 3.587 �.94 RAINFALE, INTENSITY AND TIN3E OF CONCENTRATION RAT�Q CONFLUENCE FORMULA i35ED FOR 2 STREAMS. «* PFAK FLOW RA'i`E TABLE *• 5TR_EAM KUNOFP TC INTENSITY NUMBER (CFS1 {MIN.i (INCH/HOiTR} 1 8.33 15.29 3.587 2 8.44 17.87 3.245 CQMPiJ'I'ED CONFLUENCE ESTI�TES ARE AS FOLL4WS : PEAK FLOW RATB(CFS} = 8.44 TC(MIN.) _ TOTAL AREA(ACRsS) = 4.55 LONGEST FLOWPATH FRdM i10DE 5002.00 TO NODE 17.87 50D4.00 = 677.50 FEET. **.******.*.�***.,«******�*�**�**�.**.**«*�******«*�**«.*..**.****«***�*,.*+** FLOW PROCESS FROM NODE 5D04.00 TO NODE 5005.50 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPiJ'I'E PIPE-�'FAW TAAVEL TIME Tf-IRU SUBAREA««< »»>USING COMPUi'ER-EST�MATED PIPESIZE SNON-PRESSURE FLOWj «« � � ELEVATI�N DATA:.UPSTREAM{�EET) = 391.04 DOWNSTREAM{FEE�) = 3$SrOD FLOW LENG�H{FEET) = 110.00 MANNING'S N= O.dl3 ESTIMA'FED P�PE DIAMETERfINCH} INCI2EASED TO 18.p40 DEPTH OF FLQW IN 18.0 INCH PIPE IS 9.1 I23CHES PIPE-FI,OW VELOCITY{FEET/SEC.} - 9.37 ESTIMA'i'ED PIPE DIAMETER{INCH) = 18.00 NUMBER OF PIPES = 1 , PIPE-FLOW{CFS} = 8.44 PIPE TRAVEL TIME(MIN.j = 0.2D Tc{M�N.� = 18.06 LOAIGESi` FLOWPATH FROM NQDE 5002.00 'i'O NpDE 5005.54 = 767.54 FEET. ********�**,,�.�r*v�***�****,�*��****�***********�******«*„*�*****++*t*****,.,.*,r** Fi,OW PROCESS FKOM NODE 5005.50 TO NODE 5005.50 IS CODE = 1 -------------W_--------------------------------------------_____------------ »»>DESIGNATE INDEPENi3ENT STREAM FOR CONFLiTENCE«�« TOTAL NUMBER OF STREP.MS = 2 COI3FLUENCE VALU�S USED FOR INDEPEidDEN't STREAM 1 ARE: TIME OF CONCENTRATION(MI23.) = 18.06 RAINFALL IN'I`ENSTTY(INCH/HR) = 3.22 TOTP,�, STFtEAM AREA(ACRES) = 4.55 PEAK FLOW RATE(CFS} AT CONFLUENCE = 8.44 ***,r*+*****,r+***,r+,r++,r+**,r+*******a�**�.**�**,..**,.*.,*..,.*«*,,**,.**+**++*++tf* FLOW PROCESS FRON3 N031E• 5005.10 TO NODE 5D05.20 IS CODE = 2Z »»>itATIONAL METH01] iNITIAL SUBARF.A ANALXSIS««< ------------------------------------------------------------------------___-- ROAD(HARll Si7RFACEI C�VER RUNOFF COEFFICIEi�i'P =.9500 SOIL CLASSIFICATION IS "D' S.C.S. CiJRVE NiJMBER {AMC i�) = 92 � Ti3ITIAL Si.FBAREA FLOW-LF.AiG'T'H = 20.00 UPSTREAi+1 ELEVATION = 4p5.00 bOWNSTREAM ELEVATION = 404.50 ELEVATION DIFFEFtENCE = 0.54 URBAN Si7$AREA OVERLAND TIME OF FL4W(MINUTESI = 0.890 TIME OF CONCEN'�'FtA'iT4N ASSUMFtD AS 5-MINUTES 10Q XFAR RAIivF'ALL �NTE[dSI'I'YfINCHlHOUR1 = 6.559 SCTBAREA RUNOFF{CFS} � p.{2 TOTAL AREA{ACFtES} = 0.10 TOTAE. RiJi�iOFF(CFS1 = O.b2 +�*�W*w#****v�**v.*r�+�tw+*+w�***+********,r***�***+***�w**,.*��,.�.**„**.*******« FLOW PRpCESS FROM NpDE 5005.24 TO NODE SQQ5.30 IS C4DE = 62 »»>COMPi7TE STREET FLOW TRAVEL TIME 'PHRU SUBAfiEA««< »»> I STREE'F TABi�E SECTION # 1 USED )««< ---------------------------------------------------------------------------- UPSTREAM EiEVATION(FEE�`) = 404.50 DOW�ISTREAi�! ELEVATiQNfFEET} = 3�9.Q0 STREET LENGTH(FEET} = 700.00 CURB HEIGHT(INCHESj = 6.Q STREET HA�,FWIDTH(FEET} = 2p,00 DISTANCE FROM CROWid �`0 CROSSFALL GRADEBREA�C(FEE'i`) = 15.Od II3SIDE STREET CROSSFALL(DECIM.AL} = 0,020 OUTSIDE STREET CROSSFALLfDECIMAL} = O.a20 SPECIFIED NUMBER OF HALFSTREETS CAR�tYING RUNOFF = 2 STREET PARKWAY CROSSFALL{DECIMAL) = 0.020 [�anning's FRIC'F�ON FACTOR for 5treet#lpw Section(curb-to-curb) = 0.0175 Manning's FRICTION FACTQR for Back-of-Walk Flow Sectian = D.4149 **TRAVEL TTME COMPUTED 13SING ESTTMATED FLOW{CFS) = 4.21 • STREETFLOW M4DEL RESUL'I'S USTNG ESTIi�7ATED FIAW: � smx�ET �zsow n��rx c���m a- o. 2 4 HALFSTREET FLOOD WIDTH(FEET} - $,31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.60 PRODUCT OF DEPTH&VELOCITY[FT*F'i`/S�C.) = D.76 STREET FLOW TRAVEL TIME(MIN.} = q.49 ?C(MIN.} = 1Q.49 1�0 YEAR RAINF'ALL IN'I'F33SX7'Y(INCH/HOLiR} = 4.576 CO[�4ERCIAI. DEVELOPMENT RETNOFF COEFFICIENT = . $500 SOIL CLASSIFICATION IS "D' 5. C. S. CURVE NUNFBER { AN4C I I] = 92 SCiBAREA AAEA(ACRES} = 1.80 SUBAREA RUNOFF(CFS) = 7.00 TpTAL AREA(ACR£S} - 1.90 PEAK FLOW RATE(CFS) = 7.52 EI3D OF SLTBAREA STREET FLOW HYDFtAULICS: DEPTH(FEETj = 0.34 HAI�FS'I`AEET PLOOD WID�'H(FEET� = 10.77 FLOW VELOCITY{�`EET/SEC.} � 2.98 DEP'£H*VELOCITY(FT*FT/SEC.) _ �.02 LOi�iGEST FLOWPATH FRQM NODE 5Q05.10 TO NODE 5005.34 = 720.00 FEET. i*i� ***i�i� *ir###*ti'f i' 4Y�Y�f'k*1 *Y� �#i #*** ***** *i� **i� f Yr f i� �*Yr *Yrik*Yr1r Yr****tt #t1 y Y f* f Y�1 r*k FLOW PROCESS FROM NpDE 5445.30 TO 3�i0DE 50D5.50 I5 CdDB = 31 »»>COMPUTE PTPE-FLOW TRAVEL 'I'IME THRU SiTBARFA««< »»>USiNG COMPi,T'PEit-ESTIMATED PIPESZZE (NpN-PRESSURE FLOW) ««< ---------------------------------------------------------------------..__---- ----------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM{�'EET) = 3$9.00 DOWNSTREAM(FEET) = 388.D0 FLOW LFNGTHIFEET) = 9.00 MANNING'S N= D.013 ESTIMATED PIPE DIAMETER{INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 �NCH PIPE IS 5.9 INCHES PIPE-FI,OW VELOCITY(FEE'i'/SEC.) = 15.25 ESTIMATED PIP£ DIP.Ir3ETER; ENCH) = 18. fl0 1�IiJMBER QF PiPES = 1 PIPE-FLOW(CFS) = 7.62 � PIPE 'FRAVEL 'iIME{MIN.} = 0.01 7'C{MTN.) = 10.50 LONGEST FLOWPATH FROM NpDE 5005.10 'TQ NODE 5005.50 = 729.OD FEE�`. iY y� Y�y�l31 YiFY#4Y fY! Y**Yfy ti Yl�Fyr4iyr#f�kf*i** ******* *****# ******-F***f*i� * f**ikYr �F k1rYr* FLOW PROCESS FROM I30DE 5005.50 TO NODE 5005.50 IS CODE = 1 ----------------------------..__________________----__.._-..------------------- »»>DESIGNATE ENDEPENDENT STREAM FOR CONFI,iJFNCE««< »»>AND COMPi.7'i'E VARiOUS CONFLUE�ICED STREA�4 VALiiES««< ---------------------------------------------------------------------------- TOTAE� NUNfBER OF STREAMS = 2 - CONFLUENCE VALUES USED FOR INDEPENDEN'P SmREAM 2 AAE: TIME OF CdNC�]T42ATION{MII3. } = 10.50 RAINFAI,L INTEN52TY(INCH/HR} = 4.57 TOTRL STREAM AREA(ACAESf = �•90 PEAK FE,OW RATE(CFS} AT CONFLUENCE = 7.62 ** COI3FLUENCE DATA ** STRF..AN3 RiJNOFF Tc INTENSITY AREA NLT�4�ER (CFS} (MIN. ) (INCH/HOUR1 (ACRE) J. 8.4Q 18.06 3.222 4.55 2 7.62 10.5Q 4.573 1.90 RAIiVFALL INTENSITY AND TIME OE CONCENTRATION RA'I'IO CONFLUENCE FORMULA i3SED FOR 2 STREAMS. ** PEAK ELOW RATE TABLE ** STREAM Ri]�IOFF TC INTENSITY NUMBER iCFS) {MIN,} [II�iCH/HQUR? 1 13.57 10.50 4.573 2 13.82 18.06 3.222 � � COMPUTED CONF'LUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE{CES) = 13.82 Tc(MIN.� = 18.06 TOTAL AREA{ACRESf = 6.45 LONGEST FLOWPATH FRON4 NODE 5D02.00 'I'0 [dODE 5005.50 � 787.50 FEET. **+**,rv.r��*w�v�+*�**�***t�****w«xw****x****,rx*+***�**rr**�*�*+******s*rww�+�** FLOW PROCESS FROM NODE 5005.4Q TO NODE 5QOB.QO IS CODE = 31 ----------------------------------------------------------------_------------ »»>COMPU'i'E PIPE-FiOW i`RAVEL TIME THRU SUBAREA««< »»>USING COMPL3TER-EST�MATED PIPE$IZE (NON-PRESSURE FI,OWj �«« -----------------------------------------------------------_---____------------- ELEVATTON DATA: CTPSTREAM(FEE'i) = 3B6.00 DOW[�iSTREAM(FEET) = 376.00 FLOW LENGTH;FEET} = 337.90 MANNING'S N= 0.013 DEPTH OF FLOW xN 18.Q INCH PIPE IS 11.5 �NCHES pIPE-FLOW VEI.�OCITY(FEE�'/SEC.} = 11.63 ESTIMATED PIP$ DIAMETEA(I�ICH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOWiCFS) = 13.82 PIPE 'TRAVEL 'TIME(MIN.) = 0.48 Tc(MIN.) _ �8.55 LpI3GES'T FLOWPATH FROM NODE 5002.D0 TO NODE 5008.D0 = 1124.54 FEET. v.****,r*,t*�***�*w*�tv.�.+,r��r**+*v��******�,.,.*,.******�***,.**�**.*..x***...+**t+*++ FLOW PRpCESS FROM NODE 5008.00 TO �70AE 500$.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPTED pNTO I�EMORY HAriK # 1««< -----------------------------------------------------------------------_�_-_-- ----------------------------------------____----_____________---------------- fYyriF*1lyY*►i!#Y#*ti�1#tirt*Y��*+ww�krwrw***i.�+i.i.i.,t**i.t,t**tt*+*�kir**+*,r***��w** FLOW PROCESS FROM NODE 50Q6.00 TO NOD� 5006.10 iS COAE = 21 »»>RATIONAL METfIOD II3ITIAL StTBAREA ANALYSTS««< iCOMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = �8�4Q �=�HY�=��_______________ SOIL CLASSIFICATIOid IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 �NIT�AL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATI0�1 = 390.00 DOWNST�tEA�S ELEVATION = 369.40 ELEVATION DIFFERE�ICE = 1.00 URBAN SUBAREA OVERLAND `i'�ME OF FLOW{MINUTES) = 4.500 TIME OF CONCENTRATE023 ASSUMED AS 6-MiN[7'FES 100 YEAR RAINFALL IAi'PENSITYfINCH/HOUR) = 6.559 SUBAREA RUNOFF(CF5) = 1.67 TOTAE� AREA{ACRES} = 0.30 TOTAL RUNOFFfCFS} � ��.67 * iF 1r * *** } iF **ir * *'***Yr� ** t* t t*t **i� * ***ii i! Yltt* * f #Y #*#t# * i�k Y�Yf * Y�yr f W W 4 �t * **�'* * #*1t Fi,OW PROCESS FROM NODE 50Db.1Q TO NODE 5006.24 I5 CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAFiEA« «< »»> ( STA.NUARA CURB SECTION USED) ««< UPSTREP.M ELEVATIOI3 ( FEET �= 3 8 6. 0 0 DOWI3STREAM ELEVA'iIOid ( FEET J= 3 7 8. O D STREET LFNGTHIFEET) = 256.00 CURB HEIGHT{IIJCHES) = 6.0 STREET HP.LFWID'!`fi(FEET} = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK;FEEi`1 = 15.D0 �NSIDE STREET CROSSFALL(DECI4LAL} = 0.020 OU'FSIDE STREEi CRQSSFALL(DECIMAL} = O.d2a SPECIFIED NUMBER OF HALFSTREETS CARRYI[dG RUNOFF = 1 STREET PARKWAY CROSSFALE�(DECIMAL} = 0.020 � Manning's FR�CTION FACTOR for Streetflow Section{curb-to-curbJ = 0.4175 � • u Manning's FRICTION FACTDR for Back-of-Walk Flow Section = 4.0200 7.06 5.41 SUBARSA AREA(ACRESj = 1.84 SUBAREA RUNOFF{CFS? = 7.44 TOTAI, P.REA{ACRES} = 2.10 PEAK FLOW RATE{CFS) = 9.11 **TRAVEL TIME COMPVP�A CJSiNG ESTIMATEb FL4W{CFS) _ STREETFLOW MODEL RESULTS USIi+iG ESTIMATEI7 FLOW: STREET FLOW DEPTH(FEET) = Q.35 HAiFSTRE�,"I' FLOOD WIDTH(FEET) = 11.06 AVERAG� FLOW VELOCITY(FEEi`/SEC.) = 4.03 PRODUCT OF DEPTH&VELOCITY{�'T*F'T/SEC.) _ �.40 STREET FLOW TRAVEL TIM�(i�SIN.) = 1.pb TC(MIN.) _ 100 YEAR RAINFALL INTEi�7SITY(INCH/HOUR) = 5.906 *iJSER SPECIFIID(SUBAREAi : COMMERCIAL D£VELOPMENT RUNOFF COEFFIC�ENT = .7400 5. C. S. CURVS NUl�iBEFt ( AMC II }- 42 ENA OP SUBAREA STREET FLOW FiYDRAULYCS: bEPTH(�'EE�? = 0.4Q HALFSTREET FLOOD W�DTH(FEET) = 13.70 FLOW VELOCITY{FEET/SEC.) = 4.57 DEPTH*VELOCITY(FT*FT/SEC.� = 1.83 LONGEST FLOWPATH FROM NODE 5006.40 TO NODE 5006.20 = 35fi.00 FEET. ,r+*�r.+f�..+*+t*st++******+*w***+**++a.**.x..r**,r«wwx*r****+*.�**+***r+w�***** FLOW PROCESS FROM NODE 50�6.20 TO I30DE 5006.94 IS CODE = 31 ---------------------------------------------------------------------...._---- »»>COMPUTE PIPE-FLDW TRAVEL TIPSE THRU SUBAREA««< »»>USIAIG COMPUTEii-ESTIMATED PIPESIZE (NOI3-PRESSURE FLOW) ««< -------------------___..�________..�_..__------__-------------------------------- ------------------------------------------------_____....___----__--___--------__ ELEVATION DATA: UPSTREAi�i(FEET) = 37B.DO DOWiQSTREA3�5(FEE't) = 377.00 FLOW LENGTH(FEET) = 20.50 MANNING'S N= O.OI3 ESTIMATED PIPE DFAMETE32{INCH} ENCREASED TO 18.000 DEPTH OF FLOW IN Z8.0 INCH PIPE IS 8.1 INCHES PIPE-FLOW VELOCITY[FEET/SEC.} = 11.87 ESTIMATED PYPE DIAMETER(INCH} = 18.D0 NUMBER OF PTPES = 1 PIPE-FLOWfCFS} - 9.11 ' PEPE 'FRAVEL TIME{MIN.) = 0.03 Tc(MIN.) = 7.49 LONGEST FLOWPATH FRQM NODE 5006.00 TO NODE 5005.90 = 376.50 F��T. w��*+*tirr*+rt*fff*�***a*i.**++++.**t*++****+r*******x,r�x+**,t,tt*,t�*+*tWi�r�i.*++�rx� FLOW PROCESS FROM NODE 5006.90 TO NODE 5006.90 IS CODE = 1 ------------------------------------------------------___--_------------------- »»>DESIGNATE INDEPENDEN'P STREAP3 FOR CONFLU�NC�««< ----------------------------___------------------------------------------------- -----------------------------------------__-___--_--_--_------------------------ TOTAL NT3t�Eii OF STRFP.M3 = 2 CONF'LUENCE VALUES US�D FOR INDEPENDEN'T' STREAM 1 ARE: fiIMB OF CONCENTRATION(MIN.) = 7.09 � RAINFALL INTFNSITY(INCH/HRj = 5.89 'iOTAL STREAM AREA{ACRES) - 2.10 PEAK Fi,OW RATE ( CFS 1 AT CONF'LUENCE = 9. 11 ,..+*+.x��**+*.**+.+.*+*t+++*+++t�ti+�+��r�**�*..�**++�*+*****�+f*****�*�+**�+** FLOW PROCESS FROM NODE SDOb.3D TO AIODE 5006.40 IS CODE = 21 ----------------------__----------____---------------------------------------- »»>RAT�ONAL METHOD zNZTIAL SUBAREA ANAi�YSIS««< ----------------------------------------------------------------------------_ ----------------------------------____--------------------------------------- SINGLE FAMILY DEVELOPi�iEI3T RLTNOPF COEFFICIEt3T =.5500 SOIL CLASSIFICATION IS "D" S.C.S. C[JRVE I3UMBER (AMC I�) = 88 INITIAL SUBAREA FLOW-LENGfiH = 136.0� UPSTREAM ELEVATIOI�i = 3$1.90 DOWNSTREILM ELEVATIOI3 = 379 _ a0 ELEVATION DIFFERED}CE = 2.90 � URBAN SUSAREA OYER.L�PND TIME OF FLOW ( MINL3TE5 }- 8, 97 0 1QD YEAR RAINFALL INTENSITY(INCFi/HOUR] = 5.066 SUBAREA R�TNOFF(CFS? = 0.56 TOTAL AREAfACRES} - 0.20 TOTAL itUNOFFICFSI = 0.56 *�*,r*�*+*�**+�w*+*****,r***+**�**��*..*«**++**+�+*******++ttw****�***�,.***�** FLOW PROCESS FROM NODE 5006.40 TO NODE 5006.50 IS CaDE = 62 ---------------------------------------------------------------------------- »»>COMPU'PE STREET FiOW TRAVEi� TIPfE 'FHRU SUBAREA««< »»> { STREE`f` TABLE SECTION # 1 USED) ««< --------------------------------------------------�_�___-_____-------------- ---------------------------------------------------------------------------- UPSTREA2�i ELEVATION{FEET) = 379.00 DOWNSTREAM ELEVATION(FEET} = 378.00 STREE'I' LENG'FH ( F'EE'I`) = 1. 04 CiTRB HE�GHT ( INCHES }= 6. 0 STREET HALFWIDTH{FEET) = 20.Q� DTSTANCE F1tOM CR4WN TO CROSSFAL,i, GRADEBREAK(FEET) = Z5.00 TNSIDE STREET CRQSS�ALL(DECIMAL) = Q.024 OU'I'Si17E S�'REET CRQSSFALL(i}ECIMALi - 0.420 SPECIFIED Ni.TMBER pF HALFS`FAEETS CAR32YING R1J�iOF�' = 1 $TREET PARi{WAY CR05SFALL{bECIMAI,) - 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 Manning's FRICTIQN FACTOR for Back-of-Walk Flow SecCion = O.Q149 **�`RAVEL TII�4E COtdPUTED U$ING ESTIMATED FLOW (CFS )= 1. 95 STREETFLOW MODEL RESULTS USTNG HSTIMATED FLOW: STREET FLOW flEPTH(FEET) = 0.16 }�L�i�FSTREET FLOOD WIDTH{FEETj = 1.50 AVERAGE FLOW VELOCITY{FEET/5EC.1 = 16.16 PRODUC�` OF DEPTH&VELOCFTY(FT*FT/SEC.j = 2.53 � STRF.ET FLOW TRAVEL T�ME{MI2�I. �= 0.00 TC (MIDI. j� 8.97 100 YEAR RAINFALL IN'FENSITY(INCH/HOL7Rj = 5.460 SINGLE FAMILY DEVELOPMENT Ri.TIVpFF C4EFFICTEN'I' _.5500 SOIL CLASSIFICATIOAI �S "D" S.C.S. CURVE NUt+SBER {p,MC 7Z� = SS SUBAREA AREAfACRES} - 1.Ofl Si3BAREA RUNOFF(CFS) = 2.76 TO'PAL AREAIACRE51 = 1.2D PEAK FLOW RATE(CFS) = 3.34 END OF SUBAREA STREET FF,OW HYI7RAULICS : DEPTH(FEET} = 0.20 HALFSTREE'i` FLOOD WTT7Tii(FEET} = 3.55 FLOW VELOCITY{FEET/SEC.} = 13.68 DEP'i'H+VELOCITYfFT*F'T/SEC.) = 2.70 LONGEST,FLOWPATH FROM NODE 5006.30 TO NODE 5006.5D = 137.00 FEET. r***,o-r,o-**r,r***�,r*r,o-r***rr+t**ftt+ttt+*+trtfr+w�*t+r�rk,�w*�w,ra�:W�+*�+***+*+*+�** FLOW PROCESS FROM NODE 5046.50 TO PIODE 5006.90 IS CODE = 31 ----------------------------------------------------------------------___--___ »>�>COMPUTE PIPE-FLOW TRAVEL TINfE THRU SUHAREA« «< » » >USING COA'3PUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) « « < ---------------------------------....__�__--__--__------__---------------------- ___--_-_--_------------------------------------------------------------------- ELEVATION DATA: UPSTREAM{FEET) = 378.00 DOWNSi`REP.h4(FEET} = 377.OQ FLOW F,ENGTH(FEET) = 7.30 MANNENG'S N= O.Q23 ESTIMATF�} PIPE DIAI�4ETER{INCH� IidCREASED '�'0 18.Q00 pEPTH OF FLOW IN 18.Q INCH PIPE IS 3.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.i = 12.97 EST�MATED PIPE DIAME'i'ER(INCH} = 38.00 NUMBER OF PIPES = 2 PIPE-FLQW(CFS) = 3.34 PIPE TRAVEL TIME(MIN.) = 0.0� TcfMiN.) = 8.98 LONGEST FLOWPATH FAdM NODE 5a46.30 TO AIODE 5006.94 � 144.30 FEET. .**«+*..+****.****�+**�**.**«.**.+**+���*+r+��+�+++++*+*+*��**+.*******�.»** • FLOW PROCESS FROM NODE 5006.90 TO NODE 5006.90 IS CODE _ ]. ---------------------------------- » »>DESIGNATE INDEPENAENT STREAI� FOR CONFLUENCE« «< »»>AND COMPU'PE VAREOUS CONFLUF.�ICED STREAM VALUES««� 'I'O'tAL NZJ�fBER OF STREAMS = 2 CQNFLUENCE VALLTES iFSED FOR INDEPENDEPi'I' STREAS4 2 ARE : TIME OF CODiCENTRATION{kTIN.) = B.98 RAINF'ALE, INTE235IiY ( INCH/HR) = 5. 06 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) A'i' CONFLUENCE = 3.34 ** CONFLUENCE DATA ** STREAM RL7NOFF Tc INTENSITY AREA N[3MBER (C�'S) {MIN.] (INCH/HOUR� (ACRE} i 9.1i �.09 5.asi z.ia 2 3.3A 8.98 5.057 1.2Q RAIf�iFALL INTENSITY A?�iD 'i`IME OF CONCFN'i`RATION RATIO COI3FLUENCE FORMi.TLA USED FOR 2 S`FREAMS. ** PEAA FLOW RATE TABLE ** STREAM RUNOFF Tc INTEN52TY NUMBER {CFSj IM�N.I (INCH/HOUR) ]. 1i.98 7.09 5.89i 2 11.16 $.98 5.057 COMP�]T�IJ CQNFLUF.i�FCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW F2A�E(CFS} = 11.9$ TC{MIAI.) = 7.09 'I'OTAL AREA i AC 3�E S 1 = 3. 3 0 LONG�ST FLQWPATH FROM NODE 50fl6.00 TO NODE 500b.9D = 37fi.50 FEET. � w+,t***i.+*irv�r��rrtt+*+*tr*+**+*+**+r***t+r**w*wxxww*w+*+i.,tt,ttir*****yrtr��fi*+++*t* FI.,OW PROCESS FROM NODE 5006.90 TO NODE 500$.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA« «< »» >USING CaMPUTER-ESTIMATED PIPESIZE (NON-PRE55URE FLOW) « �« -----------------------------------___-_--__---------------------------------- -----------------------------------------------------W_____--_-__------------- ELEVATIO�i DATA: UPSTREAM(FEETj = 377.00 DOWFVSTREAM(FEET) = 37b.00 FLOW L�I3GTH { FEETi = 128 . 00 MA�FI3II3G' S N= 0. 013 pEP'f`H pF FLpW IN 2�.0 INCH PIPE IS 15.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.25 ESTIMATED PiPE DIAMETER(INCH) = 21..00 NUMBER pF PTPES = 1 PiPE-FiAW(CFS} = 11.98 ` PIPE TRAVEL TIME(MIN.f = D.34 TC(MIN.] = 7.43 LONGEST FLOWPATH FROM NODE 50D6.00 TO DIODE 5008_.00 = 5D4.50 FEET. #i! *# #**i*Yr� tk* � f�*iFf*Y� f*f *YriF *-F*******#'k1**i4iY* YYiMi t f�!#Y!�!i t*****t*'k****Y� * k*f # FLOW PROCESS FROM NODE 5�08.00 TO NODE 5006.00 IS CODE = 11 ------------------------------------------_---------------------------------- »»>COAiFLUENCE MEMORX BANK # 1 WITH THE MAIN-S'�'REAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF TC I�I'I'E[�STTY AREA NUMBER (CF5} (MIN.) IIi3CH/HOURj {ACRE) 1 11.96 7.43 5.715 3.30 i3ONGEST FLOWPATH FAOM NODE 5006.00 TO IdODE 5008.Q0 = 5D4.50 FEE'i`. ** MET+30RY BANfC # 1 CONFLUENCE DATA ** S�'REAM RUNOFF Tc INTENSITY AREA • NLJMBER {CFS} (MIN. ) (Ii3CHlHOl3R) {ACRE) • i 13.82 18.55 3.lfie b.45 LONGEST FLOWPATH FROM NODE 5Q02.00 TO NQDE 50DB.00 = 1�24.50 FEET. *+ PEAK FLOW RATE TP.BLE *+ STREP.M RUNOFF TC INTEI+ISITY NT7MBER (CFS} (MIN.) {INCH/HOUR} i 19.64 7.43 5.715 2 24.46 18.55 3.168 COMPU'i'ED CONFLiTENCE ESTIMAi'ES AitE AS FOL7�OWS : PEAK FLOW RATEICFS) = 24.46 TC(MIN.) = 18.55 TOTAL AREAfACRESi = 9.75 �++*t,.tt******�*+***�***,«,.****�*�****,.*�**+*�*�****+*+*****++**�****++***t** FLqW PROCESS FROM NODE 5008.04 TO NODE 5007.90 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU BUBAREA« «< »»>USING CdMPCJ'PER-ESTIMATEf3 PEPESIZE (NON-PRESSURE FLOW)«�« ELEVATION DA'I`A: UPSTREAM(FEE'i') = 37fi.00 DOWNSTREAMfFEET} = 374.00 FLOW LENGTH(FEET} = 151.00 MANNING'S N= 0.0�3 DEPTH OF FLOW Ii�i 24.0 INCH PIPE IS 16.7 INCHES PIPE-FLOW VELOCITY{FEET/SEC.) = 8.79 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = � PIPE-FLOW(CFS) = 2Q.46 PIPE TRAVEL TIMEIMIN.j = Q.29 TC(MII3.j = 18.83 LONGEST FLOWPATii FROM I30DE 54a2.00 TO PiODE 5007.9D = 1275.50 �'EET. **+++*�*****,..xk.**�***+********xx***+*�**********�*+�+**+**++**++****+**�** FLOW PROCESS FROM NODE 50Q7.94 TO N�DE 50fl7.90 IS COD� = 1 • --------------------------------------------------------------------__------- »»>DESIGNA�'E INDEPENDEN'P STREAM FOR CONFT.�UENCE««< ----------------------------------------------------------------------------- TOTAL NUMBER OF STREAt�55 = 3 CONFLUENCE VALUES USED FOR INDEPENDEI3T STREAM ]. ARE: TIME OF CONCEN'PRATION(MIN.) = 18.83 RAINFALL INTENSITY{INCH/HR} = 3.14 TOTAL STREAM AREA{ACRES) = 9.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.46 • *+++**+x****w«*k�*x***�**xx****x********�*�*****x*+,ra*�*+*****+*�v���***ww�W�r FLOW PROCESS FROM NODE 5oa�.3a TO i�iODE 50D7.40 IS COT}E = 21 »»>RATIOiVAL ME'I`HOD 2[�TITIAL SUHAFtEA ANALYSIS««< ---------------------------------------------------------------------------- SINGLE FAI�4ILY bEVELOPMENT RUNQFF COEFFICIENT =.550a SOIL CLASSTFTCA`i'ION IS "I3" S. C. S. CT3RVE I3[TMHER ( AMC I I) = 98 INI'I'IAL SUBAREA FiOW-LENGTH = 321.00 UPSTREAPS ELEVATION = 380.00 DQWNSTREAM ELEVATION = 374.50 ELEVATION DIFFERENCE = 5.50 UABAN SiTBAREA 01TERLAND mIME OF FLOWfMINCTTES} = 14.823 1pp YEAR RATNFALL INTENSITY(INCH/HOUR) = 3.66D SUSAREA RUNOFF{CFS} � 0.5D TOTAL ARFA{ACRESI = 0.25 TOTAL AUNOFF[CFS1 = 0.50 *******f * �k k f kiF** *iFiFi� * �k iF * * *iFYc tYriFf �kri Y� *Yc1�Yr * #** * Yck i #***i *}}t * *i}***# i * f f #++*i t f i� FLOW PROCESS FROM NODE 5007_4D TO NODE 50d7.9D IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA« «< � -Y» »>USING^COMPUTER=ESTIMATED-PIPESIZE-(NON-PRESSUAE_ELOWj�« «---_----_-- ELE�IATION AATA: UPSTREAM{gEET) = 374.50 DOWNSTREAM(FEET) = 374.00 FLOW LEI3GTH(FEETj = 5.55 MANNING'S N= 0.013 ESTIMATED PIPE DIAMETER{INCHf INCREASED TO 18.000 DEP7'H pF FLOW IN 18.0 INCH PIPE �S 1.6 INCIiE5 PIPE-FLpW VELOCITY(FEET/SEC.) = 6.3b ESTIMATED PXPE DIAMETERfiNCH) = i8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.50 PIPE TRAVEL TIME(MIN.} R 0.01 TC(MIi�I.) = 14.84 LONGEST FLOWPATH FROM NODE 5007.30 TO i�IODE 5007.9a = 326.55 FEET. i�#�Fyr� *iY4Y i#! #tt*t* t'kYrY� f w w iF* Yr Yr Yr * YrYrY� Y� k'k'kyrlyr# Y� Y� f Y� f�*Yr **i� ******Yr *YrYr f irYc** *Yr *yr *Y�Yr Yr FLOW PROCESS FROi+3 NODE 5007.90 TO NODE �007.90 iS CODE = 1 ----------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < --------------------------..___---__--__--____----------------------------____�__ ---------------------------------------------------------_______-------------- TOTAL NUi+IBER OF STREAMS = 3 CpNFLUENCE VALUES USED FOR INDEPENDEI3T STREAM 2 ARE: TIME OF CONCENI`RATIONIMIN.) = 14.84 RAINFAIsL INTENSITY(INCH/HRj = 3.b6 �`dTAL STREAM AREA(ACRES) = 0.25 PEAK FLOW RATE(CFS) AT CONFi,UENCE = 0.50 ****s*+****w****�**w*�************+***�***++****���wwa*+Ws****�**,r**rv�,r��*+* Fi�OW PROCESS FRdM NODE 5007.00 TO NODE 5007.10 I5 CQDE = 21 »»>RATIONAL METHOA INITIAI, SUBAREA Ai�IALYS2S««< --___�_�-------------------------------------------------------------------- ----------------------__-__----__.._______--_T�__------------------------------ SFNGLE FAM�i,Y DEVELOPMEfiT RUNOFF COEFFICIErF'T' _.5500 • SOIi CLsASSiFICATION IS "D` S.C.S. CLFRVE NUMBER (A.MC II) = 88 INFTIAL SUBAREA FiOW-LENGi'H = 10�.00 UPSTREAM ELEVA'i`ION = 392.44 DOWNSTREAM �LEVATION = 391.4D ELEVATIOI3 DIFFERENCE = L �0 iJ�2BAi3 SUSAREA OVERLAND TIME OF FLOW(MINLTPES) = 9.900 104 YEAR RAINFALi, INTENSITY(INCH/HOUR} � A.74$ SUBAREA RUNOFF(CFS) = 0.52 'I`O'f'AL AREA(ACRESI = 0.26 TOTAi� RUNOFF(CFS? = D.52 i.***t*****+**�i.**:t*+++*****�i.i.k*�+,vw+i.*+�+�ww+w*�,rY**r*+*+*st++tt****+t**t+ak FLOW PROCESS F�tOM NODE 5da7.10 TO NODE 5007.20 IS CODE = 52 ---------------------------------------------------------------------------- »»>C4MpU'I`E STREET FLdW TRAVEL TIME THRU SUBAREA««< »»>{S'I`REET TABLE SECTION # 1 IISEDj««< -----------------------------------------------------.._--------------------- ---------------------------------------------------------------------------- UPSTR�AM ELEVATIONfFEET} = 390.50 DOWNSTREAM ELEVATIO[d(FEET} = 374.50 STREE'I` LENGTH{gEETj = 340.00 CURB HEIGHT(I�ICHES) = 5.0 STREE'i` HALFWII?TH(FEE'i`} = 20.00 DIS'I'ANCE FROM CROWN TO CROSSFALL GAADEBREAK(FEET) = 15.00 TNSTDE STRSET CROSSFALL{DECIMALi = 0.020 OUTSID� STREET CR055FAI,L(DECIi+�AL} = 0.020 SPECZFIED NUMSER QF HALFSTI2EETS CARRYING RUNOFF = 1 STREET PARKWAY CRQSSFALL{DECI2+I.�,I,} = 0.02D Manning's FRICTION FACTOR for Streetflow S�ction(curb-to-curb? = O.D175 Manning's FRICTTQN FACTOEt for Back-of-Walk Flow Section = 0.0149 � **Tl�AVEL TIME C4MPC1'1'ED US ING ESTIi+FATED FLOW ( CFS )= 2. 7 9 • STREETFLOW MODEL RESULTS �iSING ESTiMA�ED FLpW: STREET FLdW DEPTH {FEE'i') = 0. 24 HP.LFSTREET FLOOD WIDTH(FEET} - 7.96 AVERAGE FLOW VELOCITYiFEET/SEC.} = 3.71 PROAUCT OF DEPTH&VELOCITYIFT`FT/SEC.) = 1.06 STREET FLOW TRAVEL TIME(MIN.} � 1.53 Tc(MIN.} = 11.43 140 YEAR RAINFALL �I3TENSITY I IidCH/HOUR) = 4. 328 SINGLE FAMILY DEVELOPMENfi RUNOFF COEFFZC�EN'T =.5500 SOIL Ci�ASSIFICATION 25 "D" S. C. S. CURVE PILTMBER ( AMC I I) = B 8 SUBARF.A AREA(ACRES} = 1.90 S�FSAREA RLF�iOFFfCFS) = 4.52 TOTAL AREA(ACRESI = 2.10 PEAK FLOW RATEfCFS} - 5.45 END OF SLTBAREA STFtEE'I' FLOW HYDRALFLICS: DEPTH{FEETj = 4.33 HALPSTREET FLOOD WIDTH(FEETj = 14.36 FLOW VELOCITXIFEBT/SEC.} R 4.23 DEPTH*VELOCITY(FT*FT/SEC.) = 1.41 LOPIGES�` FLOWPA'I'f] FROM DIODE 5007.00 TO NODE 5007.2D = 440.Ofl FEET. *.*,.,.,.**�**��*,r*�**+***�+**.*�+���r******.++******++***�,.�.�,.�*a*�*,..,***.*,..* FLOW PROC�SS FROM NOI}E 5007.20 TO NODE 5007.90 IS CQDE = 31 ----------------------------------------------------------------....__-_-_____ »»>COMPUTE PIPE--FLQW TRAVEL TIME TIiRU SUBAREA««< »»>US�NG CO2�'IPU��R-ESTIMATED PIPESIZE (IdON-PRESSURE FLOW) « « < -------------------------------------�_------_--_--_-------------------------- ----------------------------------------------------------_--_----------_--_--__ EE,EVATTON I}ATA: UPSTREAM(FEET) = 374.50 DOWI35TREAM(FEETj = 37A.00 FE,OW LENGTH{FEET) = 19.60 MANNING'S N= 0.013 ESTIt�ATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FL4W IN 18.Q II3CH PFPE IS 7.0 iNCHE5 PIPE-FLOW VELOCITY{FEET/SEC.) = 8.D0 ESTI[�fATE]] PIPE DIAMETER(INCH) = 18.Q0 NUMBER OF PIPES = 1 • PIPE-FLOW{CFS) = 5.05 PIPE TRAVEL TIME{MII3.J = 0.04 Tc{MIN.} = 1i.47 LdNGEST FLOWPATH FROM NODE 5D07.04 TO NODE 5a07.90 = 459.6a FEET. *w**�******++w�r,r+,+wYwrwrrw*y�ft:tf**f**t++,r******����x�**+�**�**+***�v.r*���* FLOW PROCESS FROM NODE 50Q7.94 'i`0 NODE 5007.90 IS CODE = 1 ---------------------------------------------------------------------_-__---- »»>pESIGNA`i'E INDEPENDEIQT S�'REAM FOR CONFLCiENCE««< »»>AND COMPUTE VARIOUS CONFLIIENCED STREAM VALiFE5«« < TQTRL I3[JMBER OF 5`f`REAMS = 3 CONFL�3�.PiCE VALiiES USE� FOR INDEPENDEN'i' STREAM 3 ARE: TIM� OF CONCENTR.ATION (MII�i. } = �� , 47 RAINFALL �N'4'ENSITY ( INCI3/HR) = 4 . 32 TQTAL STREAM AREA{ACRES) = 2.iQ PEAK FLDW RATE(CFS1 AT CONFLUFNCE = 5.05 * � COI�iFLUENCE DATA * * STREAM ftUNOFF TC IN`1'ENSITY AREA NiJMBER (CF5) {MII3.) {INCH/HOUR) (ACRE) 1 20.4G 18.83 3.I35 9.�5 2 0.54 14.64 3.658 d.25 3 5.05 11.47 9.3i8 2.10 RAINFALL INTEI3SITY AND TIME OF CONCEN'I'RATIOt3 RATIp CO1dFLUENCE FORMULA USED FOR 3 STRF.AMS. ** PEAK FLOW RA'iE TABLE ** STREAM RUNOFF Tc INTENSI'i'Y NL7i�iBER (CFS) (MIN. ) (INCH/HOUR) • 1 20.33 11.47 4.318 � • • 2 22.32 14.84 3.558 3 24.55 18.63 3.135 COMPUTEA CONFLUENCE ESTIMATES AR.E AS �'OLLOWS: PEAi{ FLOW RATE{CFSf = 24.55 TCIMIN.) _ TOTAF� AREA{ACRES) = 12.10 LONGEST FLOWPA'�'H FROM NODE 5fl02.00 TO NODE 16.83 50p7.90 = 1275.50 FEE'i'. ++***«�**�+��r.*.t*�t++***�*�.�..*+�*..�..+*�***�»**„*****+*+***,,�.�+t+*t�.++ FLOW PROCESS FROM NODE 5047.90 TO NODE 5015.00 iS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU S13BAREA« «< »»>ETSING COMPi_T'I'ER-ESTIMATED PIPESIZE {NON--PRESSURE FLOW) ««< --------------------_--__---------------------�_-_ _ ELEVATION DATA: i3PSTREP.M{FEET} = 374.00 I�OWNSTREAM(FEET} - 369.04 FL4W LF.�IGTH{FEETi = 318.50 MA3�I�IING'S N � 0.013 DEP`FH OF FLOW IN 24. Q I4dCH PIPE IS 18. 4 dNCHES P�PE-FLOW VELOCITY(FEET/SEC.} = 9,70 ES'T'IMATED PIPE DZANFE`�'ER{INCHi = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.55 PIPE 'iRAVEL TIME(MTN.} = 0.55 TC(MIE�1.1 = 19.38 LO�IGEST FLOWPATH FROM NODE 5002.00 TO i�10DE 5015.Q0 = 1594.00 FEET. ,rwww�r********�****x*wt�tt*+�*************ww�**+*****+*a�****a***�ww,w,r*++t** FLOW PROCESS FROM NODE 5015.D0 TD NODE 5D15.40 IS COAE = 1 »»>DESiGNAT� INDEPEi�1DENT S'FRSAt4 FOR CQNFLUENCE««< 3`OTAL NUMBEA 4F STREA3�SS = 3 CONFLUENCE VALUE$ USED FOR IFJDEPF�IDENT STREAM 1 ARE: TIME OF CONCEN'TRATION(E+1IN. ) = 19.3B RA�NFALL INTENSITYfINCH/iiR) = 3.06 TOTAL STRE.�M AREA(ACRES) = 12.1D PEAK FLOW RATE{�F9i A'i CONFLi3ENCE = 24.55 r�+*..++*.**�***,r*+�*.**tf.+**�**„***�**+r�w�..***+�.*.,.+�*++*t++**+i:t*+�** FLOW PROCESS FROM NODE 5412.10 TO NOD� 5012.20 I5 COi?E = 21 n»»RATEONAF� METHQD INFTIAL SUBAREA AAIP.LYSIS««< ---_--�------------------------- SINGLE FAMILY DEVELOPMENT RUNQFF COEFFICIENT =.5500 SOIL CLASSTFICATION IS 'D' S.C.S. CURVE NC7MBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 381.00 DOWNSTREAM ELEVATION = 38D.00 ELEVATION D�FFEREFVCE = 1.00 URBAN SUBAREA OVERLANI7 TIME OF FLOW(t+]INUTES} = 4.900 �00 YEAR RAINFALL iNTF�ISITYfINCH/iiOUR) = 4.748 SUBAREA RUNOFF(CFS} - 0.2b TO'7'AL AREA (ACRES }= 0. 10 TOTAL RTJidOFF ( CFS )= 0. 2 6 **++�+���...*t*****.*****..+.����.**+****k*.,..+�+��...+*++**�.,�.**f++��*t**� FLOW PROCESS FFtOM IVODE 5012.20 TO NODE 5Q12.30 IS CODE = 62 »»>COMPUTE STf2EET FLOW TRAVEL TIME 'I`HAi3 SUBFIR.EA««< »»> (STREET TABF�E SECTION # 1 USED) ««< ---------------------------_------- -----------___ UPSTftEAM ELE�IA'FIOAi(FEET) = 38D.D0 DOWNSTREAM ELEVATiONIFEE'FJ = 37�.00 STREE'I' LENGTHfFEET) = 400.00 CURB HEIGHT(IAiCH�S) = 6.0 STREET HALF'WIDTH{FEET) = 2D.00 � DISTANC� FROM CRQWN TO CR055FALL GRADESREAK(FEET) = 15.4a iNSIDE STREET CROSSFALL{DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECII�AL) = 0.020 SPECIFIED NUMBER OF HAI�FSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CRdSSFALL(DECIPI.�I,) - fl.Q20 Manning's FRICTIQN FACTOR for Streetflow Section(curb-tio-curb} = 0.0175 Maruling's FRICTION FACTpR for Back-of-Wa1k Flow Section = 0.0149 **�RAVEL TIME CdMPUTED i3STi�1G ES't'Ii�7ATED FLOW{CFS} _ STfiEETFLOW MODEL RESULTS USING ESTINSP.TED F'LOW: STREET FLOW DEP'i'H(FEET) = 0.27 �-IAI,FSTREET FLOOD WIDTH[FEET) = 7.37 AVERAGE FLdW VELOCITY(FEETISEC.? = 2.6}. PRODUCT OF DEPTH&VELOCFTY(FT*FT/SEC.y = 0.72 STREET FLOW TRAVEL T2�]EIMIN.) = 2.55 'i'C{MTN.j = 12.A5 100 YEAR RAYNFALL INTENSITY(II�iCH/HdURj = 4.496 SINGLE FAFfILY DEVELOPi�7ENT RUNdFF COEFFICIEN�' _.5540 SOIL CLASSIFICATION IS "D" s 5. C. S. CURVE NUt+IBER ( A�7C I I) = B 8 SiJBAREA AREA{ACRES} - �.30 SUB,AREA RUNOFF(CF9j = TOTAL AREA(ACRESi = 1.40 P�AK FLOW RATE(CFSi = 1.73 2.93 3.19 END OF SUBAREA STREET FLOW HYARAULICS: DEPTHIFEET) = 0.32 HAL�'STREET FLOOD WiDTH(FEET} = 9.72 FLOW VELOCITY(FEET/S�C.} � 3.00 DEPTH"VELOCITYIFT•FT/SEC.} - 0.96 LONGEST FLOWPATH FROM NODE 5012.10 TO NODE 5012.30 = 504.00 FEET. r****+++tt**w*w***�+.xx**�*w+**ir**tt,ti.*,tyrsirtw+*+**i.**+tr++t***+++*t*tw*trt++.+ . FLOW PROCESS FRONS NODE 5412.30 TO NODE 5015.00 �S CODE = 31 »»>C�MPUTE P�PE-FIAW TRAVEL TINiE THRU SUSAREA««< »»>iiSING COMPUTER-ESTIMAi'ED PIPES�Z� (N013-PRESSURE FLOW) ««< ELEIIATION DATA: UPSTREAN4IFEE'�'} = 370.00 DOWNSTREAM{FEET) = 369.00 F�OW LENGTH(FEET) = 20.54 M.AI3NING'S N= O.Q13 ' ESTIN3ATED PIPE DIAMEi`ER(INCH} zNCREASED TO 16.00d DEPTH OF FLOW IN 18.0 INCH P3P� IS 4.6 INCHES PIPE-FLOW VELOCITY(FEETISEC.} = 8.87 ESTIMATED PIPE DIAME'f`ER(INCH} � 16.Dfl NUMBER OF PFPES = 1 PIPE-FLOW(CFS) = 3.19 , PIPE TRAVEL TIME(MIN.) = 0.04 TcfMIN.) = 12.49 LONGEST FF�OWPATH FROM NODE 5Q12.10 TO NODE 5415.04 = 520.5D FEET. *****�*****++r{a*+*�ttt++wri�r��s***++***+****+**+******w�*wx*:*x+�*�+t**+ri FLOW PROCE$S FROM NODE 5Q15.00 TO idODE 5015.00 IS CODE = 3 -----..___--__----------------------------------------------------------�------- »»>DESIGbIATE Ii�FDEPENDEN'i' Si'REA2�S FOR CONFE,TJENCE««< TO`PAL NCIMBER OF STREAr55 = 3 CDNFLUENCE VALUES USED FOR IN9EPENDE�1'I' STREAM 2 ARE: TiNSE OF CONCENTRATIQN(i�SIN.1 = 12.49 RAIATFALL TNT�'NST'I'Y{INCH/HR) = 4.09 TOTAL STREAM AREA{ACRES} � 1.40 , PEAK FLOW RATE(CPS) AT CONFLUENCE = 3.19 +�***��..*�**.+****+**.+**+*�***t+,+�{*���.t�*+++�++ttt*+***.�+*.*«x«*..**�*+ FLOW PROCESS FROM NODE 5013.10 TO NODE 5013.20 I5 CODE = 21 ------------------------------------�--------------------------------------- • »»>RATIONAL I�ETHOA IN3'FIAi� Si3BAREA ANALYSIS««t � SINGLE FAMILY DEVELOPMENT�RUidOFF COEFFICIEiQT = 55dD SO�L CLASSIFICATIOFI I5 "D' $.C.S. CURVE NLTMBER (AMC II} = 88 iNI`PIAL SUBAREA FLOW-LENGTH = lOQ.00 UPSTREAM ELEVATIp�F = 378.40 DOWNSTREAM ELE�iAT�ON = 377.40 ELEVATION DIFFERE23CE = 1.00 URBAN SUSAREA OVERLP,ND TIi4E OF FLOW {MIi3�TI'ES f= 9. 900 1D0 YEAR RAINFALL INTENSITY(INCH/HOUR1 = 4.74$ SUBAREA RUAIOFF(CFS) = 0.52 TOTAi, AREAIACRES) = 0.20 TOTAL RUNOFF(CFSi = 0.52 � tt****fw*++t++*+�*r�*rrt**tt*++++*+ttt*r*++t*++**t***,r�,r��***+.,tx*t�*kt**+**+*x FLOW PROCESS FRQM NODE 5013.20 TO NODE 5013.30 ES COAE = 62 »»>CONSPUTE S`d'REET FLOW TRAVEL TIME THRU SUSAREA««< »>�> LSTR�ET TABLE SEC'i`FON # 1 USEDJ ««< -------------------------------------------�--------------------------------- `i3PSTREAM ELEVA'i'ION(FEET} = 377.00 DOWNSTRSAM ELEVATIpNSFEET) = 370.00 STREET LENGTH(FEET) = 377.00 CURB I-IEIGHT(INCHES) = 6.0 STREBT HAI,FWIDTH{FEET} = 26.40 DISTANC� FROM CRdWN TO CROSSFALL GRADEBREA}C(FEET) = 15.00 TNSIDE STREET CR05SFALL(DECIMAI�) = D.020 OUTSIDE S'i'REET CROSSFALL (DECIMAI.) = 4. 024 SL'ECIFIED NUMBER OF HAI�FSTREETS CARRYING RUNOFF = 1 S'TREET PARKWAY CROSSFALL(DECIMAL) = Q.020 Manning�s FRICTION FACTOR for Streetflow Section(curb-to-curb} = 4.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Sectian = 0.0149 **TRAVEL TIi+SE COMPiI'I'ED US�NG ESTIMATED FLC}WSCFS? _ STREETFLOW MODEL RES[3LTS USING ESTIMATED FLOW: STREET FLOW DEP�`H(FEET} = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.94 AVERAGE FLOW VELOCITY(FEE'i'/S�C.) = 2.19 PRODUCT OF DEPTH&VELOCITY{FT*FT/SEC.} = 0.58 STREET FLOW TRAVEL TIME(MIN.) = 2.BB TC(MIN.} = 12.78 100 YEAR RAINFALL INTENSi'i'Y(INCH/HOUR) = 4_026 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIFN'!' _.55Q0 50IL CI.,ASSIFICATION IS "D` S.C.S. CURVE NUMBER (AMC a�> = as SUBAREA AREA(ACRES) = Q.70 SUSAREA RUNOFFfCFSj = TOTAL AREP, {ACRES )= 0. 90 PEP.K FLQW F2ATE ( CFS )_ 1.30 C J 1.55 2.07 END OF SLFBARF.A STREET FLOW HYbRAULICS: DEPTHfFEET) = 0.30 HALFSTAEET FLOOD WiDTHfFEET} = 8.6Q FLOW VE�,OCiTY(FEET/SEC.) = 2•42 DEPTH*VELOCITY(FT*FTISEC.) = D.72 LONGEST FLOWPATH FROM NODE 5013_10 TO I30DE 5013.30 = 477.00 FEET. *+,r++*r++**+*+x*++*i.:t+***��+��rt�tr�r��kyxt**xx**+**�+rr++**+x+*+rw***+*t*ttt FLOW PROCESS FROM NODE 5413.30 TO idODE 5415.00 I5 CODE = 31 -----------------------------__--_-----------------------------------------_- »»>CO�IPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER-E5'FIMATED PIPESIZE (NOP1-PRESSURE FLOWJc«« ----------------___----_--_----------------------------------------------_--__� r.._ ------------------------------------�________------------------------------- ELEVATION DATA: UPSTREAMfFEET) = 370.00 �74W135TREAih(FEET} = 369.00 FLOW LF�3GTH ( FEET) = 9. QO MP.NI+IIidG' S N� 0. 013 � ESTIMATED PIPE DIAME'FEA{INCHj INCREASED TO 18.000 IIEPTH OF FLOW IN 18.4 �NCH PTPE IS 3.0 INCHES � PIPE-FLOW VELOCITY(FEET/SEC.) = 10.47 ESTIN�ATED PIPE DIAMETER(INCH) = 18.D0 NUMBER OF PTPES = 1 PIPE-FLOW(CFS) = 2.07 PIPE TRAVEL TIME(MxN.} = 0.01 Tc(MIN.j = 12.79 LONGEST FLOWPATH FROM NODE 5013.10 TO NODE 5015.00 = 486.00 FEET. ********�*f+t�+*+**f++***ft++t+**x�*�w*�*****�**r*�wW*ww��***W**+*******�*** FLOW PROCESS FROM NODE 5015.Oa TO NODE 501$.00 IS CODE = 1 --------�------------------------------------------------------------------- »»>DESZGNATE INDEPF..NDENT STRF.AM FOR CONFLUENCE««< »»>AN� COMPUTE VARIOUS COi�iFLUENC�D STREADi VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VAi�tiES USED FOR IAIDEPENDEAI'I' STREAM 3 ARE: TIN3E OF CONCENTR.ATION{MIN. f= 12.79 RAINFALL INTENSITY(INCH/HR) = 4.03 TOTAL S'FRF�FiM AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS1 AT CONFLiJENCE = 2.07 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTEIJSITY AREA NLTi�FBER {CFS} {MIN. � {INCH/HOiFR) {ACRE) 1 24.55 �9.38 3.079 12.10 2 3.19 i2.49 4.OBB 1.40 3 2.07 i2.79 4.025 0.90 RAINFALL IN'I'Eb7SI'I'Y ANA TIME OF CONCENTRATIO�I �2ATI0 CONFLUENCE FORMLTLA USED FOR 3 STREAMS. * * PEAK FLOW RATE TABI,E * * � STREAM RUNOFF TC INTENSITY I3UMBER {CFS) (MII3. } (INCH/HOUR) I 23.73 ].2.49 4.OB8 2 23.99 1.2.79 4.025 3 28.54 19.38 3.079 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RA,TE{�FSj = 28.54 Tc(MIN.) = 19.38 TO'Z'AL AREA{ACRES) = 14.44 LONGEST F�,OWPATH FROM I30DE 5D02.OD TO NODE 5a15.Ofl = 1594.00 FEET. ---------------------------------------------------------------------------- --------------_____----------------------------------------------------------- END OF STLTDY �UI�II�fARY : TO`i'A� AREASACRES) = 1A.40 TCfMIN.i = 19.38 P�P.K FLOW RA`PESCFS? = 28.54 --------------------------------------'-------------------------------------- ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS 0 . � *a*x+*t*+�*t*++*wr*w+*+*tr*�*wt+*+*�**Yw�t***+�+w*ox*ra*+**�*+****��*�**��** RA`i`IONAL �3ETHOD HYDROLOGY COMPUTER PROGRAM PACI{AG� Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,19B1 HYDROLOGY MANi3AL (c1 Copyright 19$2-2001 Ac3vanced Engineering Software {aes) V�r. 1.5A R�lease Date: dl/O1/2001 License ID 1509 Analysis preparec3 by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ♦�**�*y�**+**+t***+t**t**+ DESCR�PTION OF STUDY **t***�*++r+.w+***+t*r*w+** "` $RESSI RANCH - MASS GRADING ULTIMATE CO�IDITIONS * " SYSTEM 5000: NODES 5015 TO 5D95 * * 100-YEAF� STORM EVENT " ...+**���*+************..,.«.*.*�*+*++�***********..**.�x*.�***.�*..,.,.+...*,.* FILE 3dAME: 5000TM.DAT TIME/DAT� OF Si'UDY: 16:25 09/03/2002 iJSEA SPECIFIEi� HYDROLOGY AND HYDRAULIC MODEI. �N�'ORMATZON: 1985 SAN DIEGO MANZ7AL CRITERIA USER SPECIFIED STORM EVEN'I'IYEAR} = 100.00 � 6-HOi3R DURATIbN PRECIPITATION (INCHESj = 2.840 SPECIFIED MINIMUM PIPE SIZE{INCH) = 18.D� SPECIFIED PERCENT OF GRADIEN'f`SIDECIMAif) TO USE FOR FRXCTION SLOPE = 0.85 5AN DIEGO HYDROLOGY MANiJAL 'C'-VA�,LFES USED FOR RATIONAL METHOD i�IOTE: ONi�Y PEAfC CON�'LUIIVCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPi,ED PIPEFLOW AND STREETFLOW 2+SODEL* HAi,F- CROWN TO STREET-CROSSFALL: CURB GLITTER-GEOMETAIES: MANNING WII7TH CR05SFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HTKE FACTOR N0. (FT) {FT) SIDE / SIDE/ WAY {FT} (r^T) {FT} (FT) {n) 1 3U.0 20.0 D.D18/O.D18/0.020 0.67 2.00 Q.0312 0.1b7 0.0150 2 50.a 35.0 O.Q20/4.02U/0.02Q 0.67 2.00 0.0312 O.1b7,0.0150 3 10.0 S.0 0.001/Q.OQ3/ --- 0.50 1.50 0.0312 0.125 O.Q150 GLOSAL STREE`£ FLpW-DEP'I'H CONS'T'RAINTS : 1. Relative Flow-Depth = O.Od FEE`F as (Maximum Allowable 5treet FZow Depth? -{Top-of-Curh) 2. {Depthl�{Velocity) Constraint = 10.0 {FT*FT/5) *SIZE PIPE WITH A FLOW CAPACITY GREATER TI-iAN pR E(�LTAL 'I`O THE UPSTREAM TRIBUTARY PIPE. * # ##****#i�kik ti W�'ky'*'1"�'tt *�'# *'�'kt *i+�*1 YYi'Yil' W YiiY #YYri i t **#**** # * t*** * *** ***iFx iF fYrK* * F'LOW PROCESS FROM NODE 5015.00 TO NODE 5Q15.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY 2NFORMATION AT NODE« �« ----------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC[MIN} = 19.38 RAIN �NTE3�ISITYf�NCH/HOUR) = 3.08 TOTAi� AREA(ACRES) = 14.4D TOTAE, RUNOFF(CFS) = 28.59 � �*�.+*.***+*�**�..»*********»*rt.*,.**+*��*+*++***t���**+++��+++t+++*+�����.*�+ � _FLOW PROCESS FROM NODE 5015.00 TO NODE 5016.00 IS CODE = 31 » »>COMPUTE PIPE-FLOW 'I`RAVEL TIME THRU SUSAREA« «< »»>USING COMPUTER-ESTIMATET? PIPESIZE (T30N-PFtESSZ7RE FI,OW) ««< ----------------------------------------------------------___----__------------ ELEVATTON DATA: UPSTREAM(FEET) = 362.50 DOWNSTREAM(FEET) = 36Z.59 FLOW LENGTH(FEET} - 90.34 MANNING'S N= 0.013 DEPT}i OF FLOW II3 27.0 iNCH PIPE IS 22.0 INCHES PYP£-FLOW VELOCITY(FEET/SEC.) = 8.22 ESTIl�f.ATED PIPE DIAMETER{INCH) = 27.00 NLJM$ER OF PIPES = 1 PIPE--FLOW{CFS) = 28.$4 PIPE TRAVE� 'I'TME{MT�T. }= 0. 16 TC {MIi�F. )= 19. 56 LQNGEST �'LOWPATH FROM NODE 4.00 'PO NODE 5016.D0 = 90.3D FE�T. +*r**,irw*wa+*i.t*i.t*,tw***�*x+*+*ww,r,wx*ww*rs*t**********+tt+itt+t+r*��*ti.***i.** FLOW PROCESS FROM NODE 5Q16.00 TO NODE 5025.00 iS CODE = 31 -------___--------_--___------------------------------------------------------ »»>COMPUT� PIPE-FLOW TRAVEF, TIME THRU SUSAREA« «< »»>USING COMPU3'ER-ES'I`TMATEA PIPESIZE (NON-PRESSURE FLOW) ««< -----------------------------------------------------------------_---____----_-- ELEVA'I'i0N DATA: UPSTREAM(FEET) = 3b3.26 DOWNSTREAM(FEET) = 359.45 FLOW LENGTH(FEETJ = 220.69 MANNING'S N� 0.0J.3 DEPTH OF FLOW IN 27.0 INCH PTPE IS 22.1 INCHES PiFE-FLOW VEL,pCI'i'Y(FEET/SEC.) = 8.19 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW{CFS1 = 28.54 PIPE TRAVEL TIME{MIN.} = p.45 Tc{MI[+I.} � 2fl.01 LpNGEST FLOWPATH FROM NODE 0.00 TO N�l]E 5fl25.00 = 310.99 FEET. *f'#�* ** V'Yy�YlY Y#if f 1 Y y ti 11# *i4iY�1� t1F+4 yr w#�*#tt14***tk tk *1t*lttk***'ki#** ***iY*** ** Yr ** Yr YrY� Y� � --FLOW PRpCESS FROM NODE 5025.Od TO NODE 5025.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STftEA.M FOR CONFLUENCE««< ---------------------------------------------------------------------------- TpTAL NUMBER OF STREAM$ = 2 CpNFLUENCE VALUES USED FpR IN77EPENbENT STREAM � ARE: TIME OF CONCENTRAT�ON(i+flN.j = 20.01 RAINFALL INTENSITY{INCH/�iFt) = 3.02 TOTAL STREAM AREA{ACRES) = 14.40 PEAK FLOW RATE(CFS) AT CONFLIJENCE = 28.54 *t++ttf*s+t+ttt+*ttr****ir�*++rr�fr+*�**w�*t�r�Y��Y*trr++rrtw�*r*��r��*�*+�r,r�r*� FLdW PROCESS FROM NODE 5025.00 TO NODE 5025.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>USER SPECIFIED HYDRdLOGY ENFORMATION AT NODE««< USER-SPECIFIED VALUES AAE AS FOLLOWS: TC(MIN) _ �3.96 RAIN I3d'I'ENSITYIINCH/HOUR) = 3.80 'POTAL AREA�ACRES► = 5.58 TOTAL Ri3NOFF(CFS) = 12.06 ** iY iY *1rf f*** ** f ikiY*Yr+Y� �k*Y� ik iF IritY� Yr �k ****Y� iF�lr*Yr�k****YrYr **Yr* * kYr*ik �F iF*** iFYr**�k**Yr**tk**k Ir* k'LOW PROCESS FROM P10DE 5025.00 TO NODE 5025.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESiGNATE INDEPENDEri'I' STREAM F'OR CONFLUENCE««< »»>AND COMPiJ'I'E VARI4US CONFLUENCED STAEA�7 VALUES««< TOTAL NUMBER OF S'd`RF�MS = 2 CONFLUENCE VALUES USED FOi� IAiDEPENDENT STREAb4 2 ARE_ TIME OF CONCENTRATIQN(MIN.} = 13.96 RAINFALL INTENSITY{INCH/HFt) = 3.80 • TOTAL STREAM AREA{ACRES} = 5.58 � PEAK FLOW RATE(CFS} AT CONFLUENCE = 12.06 •* CQNFLUENCE DATA ** STREAM Ri]AipFF Tc INTFNSITY AREA 2+NMBER {CFS) (MIN.) {INCH/HOUR) (ACRE} 1 26.54 20.Q1 3.016 14.40 2 12.46 13.96 3.844 . 5.58 RAINFALL INTEIISITY AND TIME OF CONCENTRATION RATIO CO�TFLUENCE FpRMULA USED FOR 2 STREAMS. * * PEAK FLOW RA'f'E TABLE * * STREAM AUNOFF TC IN'I`ENSITY I3LTNIDER (CFS} (MiN. j {�NCH/HdUR) 1 34.68 13.96 3.804 2 38.i4 20.Q1 3.016 COMPCTTED CONFLUENCE ESTIMATES ARE AS FOI.�LOWS : PEAK FLOW RATE(CFS) = 38.10 '1'C(MIN.� = 2D.41 TOTAL AREAfACRES} = 19.9$ LONGES'Z' FLOWPATH FROM NODE d.00 T4 NODE 5D25.00 = 310.99 FEET. ��*,ri.*****t*t**ti.***+*t*��+t�w*r+t�*r��*****i.r*�*itir+ri+r**+*+ittr*t*++y*r• FLOW PROCESS FRQM NODE 5025.00 TO NODE 5030.00 IS CdDE = 3i »» >COMFUTE PIPE-FLQW TRAVEL TIME THRU SUBAREA««< »»>[3SING COMPU'i'ER-E$TIMATED P�PESIZE {NO3�I-PRESSURE FLOWj««< ---------------------------------------------------------------------------- _-__-------------------------------------------------------------------------- EI,�IATxON DATA: UP$TREAM(FEET) = 358.93 DpWNSTREAMIFESTj = 349.23 FI,OW L�3GTH{FEET? = 242.46 MANN3NG'S N= 0.013 � DEPTH OF FLOW IN 24.a INCH PIPE IS 18.Q INCiiES PIPE-FiOW VELOCI`T`Y{FEET/SEC.} = 15.05 ESTIMA7'ED PFP� DIAMETER(INCH} � 24.00 NUMBER OF PIPES = 1 PIP�-FLOW(CFS} � 38.1Q PIPE TFtAVEL TxME {MIN. ) = 0. 27 'i'C {MIN. ) = 20.28 ' LOAiGEST FLOWPATH FROM NObE 0.00 TQ NODE 5030.00 = 553.45 FEET. *Yr Yr * *#*** ****# **** **#* *#****#'k'k*� * i **** * **1�'tt'ktt#'�+�' �'# #yrY� f 1�i f # Y * # #�ki�t t i i�# # # #t f # FLOW PROCESS �'ROM NODE 5030.00 TO NODE 5030.00 IS CODE = 1 -----__-_--_�_------__--_------------------------------------------------------- »»>1JESIGNATE �NIJEPENDENT STREAM FQR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDEN'i' STREAM 1 ARE: TIME OF CdNCENTRATION{MIN.j = 20.2$ RAINFALL INTEI3SITY(INCH/HR} = 2.99 , TOTAL STRF�IM AREA(ACAES) = 19.98 PEAK FLOW FtATE(CFS} AT CONFLUENCE = 38.10 +yk**�f*+*ft****+**+**+t+**r**tarr********x+*+xx�i.i.w*xi.x�*�+�+**********+*++ FLdW PROCESS FROM �10DE 5034.Oa TO NODE 5�30.OD IS CODE = 7 ---------------------------------------------------------------------------- »»>USER SPECI�IED HYDAOLOGY INr'OfiMATIQI3 A'i' NODE««< USER-SPECIFIED VALUES ARE AS FO�,LOWS: '?'C{MIN) = 14.12 RAIN INTENSITY(INCH/HOUA) = 3.7B TQI'AL AREA{ACRES) = 2.32 TOTAL RLTNOFF{C�'S} - 4.99 _ t++*t�r****++�r+�r+tw+*w*y,�+ti*+tr**rww*�,�t*+*++**+*tt*t**t*tt****+t+***+++**,r FLOW PROCESS FROM NODE 5028.30 TO NODE 5630.00 IS CODE = 1 • ---------------------------------------------------------------------------- � » » >DESIGNATE ZIIDEPENDENT STREAM FQR CONFL�ENCE« «a »»>AND COMPUTE VARIOUS CONFLUENCED STREANS VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUEi�iCE VALUES USED FOR INDEPENi?EN'F STR£Ai+4 2 ARE: TIME OF CONCENTRA'£ION{MIN.) = 14.12 RAx�iFALL INTENSITY(INCH/HR) = 3.7$ TOTA� STREAM AREA{ACRESf = 2.32 PEAK FLOW i2ATE(CFS) AT CONFLUENCE = 4.99 *'" COi�TFLi3ENCE DATA * * STREArS RUNOFF Tc INTE�TSITY AREA NL7MBER ICFS1 (MIN. J (I[3CH/HOUR? (ACRE} 1 38.10 20.28 2.990 19.98 2 4.99 14.12 3.776 2.32 RAINFALL INTENSITY AI�D TIME OF CONCFNI'RATIOIV FATIO CONFLUENCE FORMUi,A USED FOR 2 S'I'REAi�3S . * * PEI�iC FLOW R.ATE TABLE * * STREAM RUNOFF '�c INT�TSITY Ni1MBER (CFS) (MiN. ) (�INCii/HOUR) I 35.15 14.12 3.776 2 42.05 20.28 2.990 COMPUTED CONFLUENCE ES'I'IMATES ARE AS FdLE�OWS: PEAK FLOW �LATE(CFS) = 42.05 Tc{MIN.j = 20.28 TOTAL AREAiACRES? = 22.30 LONGEST FIJOWPATi-I FRpM 230DE 0.4Q 'i0 NODE 5D34.Ofl = $53.45 FEET. � ++t*t****xxx+**�+++i.+*s+�r*�*rw*y*tt*�t*t+*s*s***xx*xkr**+i.i.�*v�r��>v.r+w�wy*+ FLOW PROCESS F'ROM I30DE 5030.00 TO NODE 5025.60 IS CODE = 3� »»>COMP[J'I'� PxPE--FLpW TRAVEL TIME THRU SUBAREA««< »»>CiSING COMPiFI'ER-ES'T'IMATED PIPESIZE (NON-PRESSLiRE FLOW) ««< ELEVATION DATA�: iJPSTREAM{FEETi = 34$.90 DOWNSTRF..AM(FEET) = 344.10 FLOW LENG'i'H ( FEET} � 211 . 67 M.n.I3NIAIG' S N= 0. 413 DEPTH OF FLOW IN 27.0 TNCH PIPE I5 21.5 INCHES PIPE-FLOW VELOCiTY(FEET/SEC.i = 12.33 ESTIMATED PIPE bYAMETER(INCH) = 27.OD NUMBER OF PrPES = 1 PIPE-FLOW{CPS1 = 42.05 PIPE TRAV�L TIME(MIN.) = 0.29 TC(NfIN.) = 24.57 LONGEST FLOWPATH FROM NODE 0.00 TO AIODE 5025.6Q = 765.12 FEET. *******f f'kYi i! Ye tYr#* t*t*t********'kiFYrYriF****f***i fi*f* YYi f f*#Y ****t#*tir*k 1rYr *YrYc* FLOW PROCESS FROM NODE 5025.60 'I'0 NODE 5D25.6D IS CODE = 1 _------------------------------------------___-------------------------------- » » >DESIGNATE INDEPENDENT STREANS FQR CONFLUENCE« «< TOTAL NUMBER OE STREAMS = 2 COi�}FLi3F�3CE VALUES USED EOR INAEPENDE�J'T' S'I'REAM 1 ARE: TIME OF CONCENTRATION{MIN.) = 20.57 RAIAIFALL INTENSITY(INCH/HR) = 2.96 'I'OTAL STREAM AREA{ACRESI = 22.30 PEAK FLOW RA'I'E {CFS j AT CONFLi3Et3CE = 42 . 05 **�*,.,.**��.++�+..+*.�t+.��**�*�+t�.*�.*.*.*����**t*+*+++rr�*.+********+***.., FI.,OW PROCESS FROM NOi]E 5025.60 TO I30DE 5025.64 IS CODE = 7 ---------------------------------------------------------------------------- . »»>CISER SPECIFIED HYDROLOGY II3FOR�3ATION AT NODE««< • _____________________________________________________���ww-�w�����4�4�====_= USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(i�iINi = 7.74 RAIN INTENSITY(INCH/HpUR? = 5.57 TOTAL AREA(ACRES} � 1.27 TOTAL RUNOFF{CFS} - 4.20 ++wr,r*+++tt*++.*****+*►*+.*,r***x*x*��*x��*+«w***+*+**a+sw�+w*,+w+a*x**W*+ww*++* FLOW PROCESS FROM NODE 5425.60 TD NODE 5�25.60 �S CODE = 1. __--------------------------------------------------------------------------- »»>DES�GDiATE INDEPEI3UE�1�' S'i'REAM FOR CONFLUENCE««< »»>AND COMPUTE VARIpi3S CONFLUENCED STREAi�S VAi�idES««< TpTAL NUMBER O�' STREAMS = 2 CQNFLUENCE VALUES USED FOR ZNI7EPENDENT STREAM 2 ARE: `r'IME OF CONCENTRATIdN (i+flhl. ) = 7 .74 RAINFAE,L INTENSITY(INCH/HR} = 5.57 'd'p`f`Ai STREA�3 AREA (ACRES j= 1. 27 PEAK FiOW RATE{CFS1 AT COBiFLEik�ICE = 4.20 �* CONFLUENCE DATA "* 5�`REAM RUNOFF Tc TNTENSI'i'Y AREA NUMSEA (CFS) (MTN.j (INCH/HOUR1 [ACRE} 1 42.05 2a.S7 2.963 22.30 2 4.20 7.74 5.565 1.27 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONF'LUENCE FORMULA USED FpR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMSER (CFS) {MIN.) (INCH/HOURj • 1 26.59 7.74 5.565 2 4A.29 20.57 2.963 COMP[7'i'EI} CONFLUENCE ES'I'TMAm�S ARE AS FOLLOWS: PEAK FLOW RATE(CFSj = 44.29 Tc(MIN.1 = TOTAL AREA(ACRES) = 23.57 LOIVGEST FLOWPATH FROM NODE O.OQ TO NODE 20.57 5025.64 = 765.12 FEET. t++*****«k**�*******r+*+��**�tt*ww*�rw*.«*t+.+.*+*++*�+****w.**wk+******+*++* FLOW PROCESS FROM NpDE 5a25.60 TO NODE 5037.00 IS CODE = 31 ----------------_---_-_-_-----------------------------------------____-___-___ »»>COMPU'fE PIPE-FLOW TRAVEL TID4E 'd`HRU SUBAREA««< » »>USING CO2+IPUTER-ESTIMATED PIPES�ZE (NON-PRESSURE FLOW) « « < ------------------------------------ -- ELEVA�'ION DATA: UPSTREAMiFEET) = 343.70 pOWNSTREAM{FEET) = 337.45 FLOW LFNGTH(FEE'I`) = 255.03 MANN�NG'S N= Q.D13 DEPTH OF FLOW IN 27.0 iNCH PIPE IS 21.9 II+3CHES PIPE-FL4W VELOCITY(FEE'i'/SEC.1 = 12.81 ESTIMATED PIPE DIAMETER(INCI-ij = 27.00 NUi�IBER OF PIPES = 1 PIPE-FLOW(CFS} - 44.29 PIPE TRAVEL TIME(MIN.) = D.33 TC(MIN.j = 20.90 LONGEST FLdWPA'FH FROM NODE 0.00 TO N4DE 5D37.00 = 1020.15 FEET. �t�,���*�...�+*:�*+**.*+++t�*****++.**.**..*+****�***�.+��..�.�����*****..... FLOW PROCESS FROM NODE 5037.00 TO NODE 5037.OD iS CODE = 1 ___-_--_---------------------------------------------_-_____-�_------------- »»>DESIGNATE iNDEPENf}ENT STREAM FOFt CONFLUENCE««< ------------------------------------------...._r_----------------------------- -------__......----------------------------------------------____---__----------- TO'i`AL N[7�113ER OF' STRE.�MS = 2 CONFLUENCE VALUES i}SED FOR INDEPENDENT STREAM 1 ARE: • TiME OF CONCEN`i'I�ATIONiMIN. }= 20. 94 � RAINFALL INTENSSTY(IAiCH/HRj = 2.93 TOTAL STREAM AREA{ACRES? = 23.57 PEA.K FLQW RATE(CFS) AT CQNFLETENCE = 44.29 *** M' * kYr# Y�' k fr**# **#******'k1t4 �fyryr�}�4**'!r#Y�'k'k�'1'i #�tfY#i *t t t i tttt* t**ttt*t#i*t ft##f## FLOW PROCESS FRdM NODE 5037.D0 TO NODE 5037.00 IS CpDE = 7 --------------------------------------------------------_-------------------- »»>USER SPECI�'IED HYDRdLOGY INFORMATIQN AT N�bE« «< ------------------------------------------------------------.._____--__------- --____-----------------------------------------------------------------------__ USER-SPECIFIED VALUES ARE AS FOLLOWS: � TC {MII3� � 12 . 98 RAIi�i INTFNSI`f`Y ( INCH/HQUR) = 3. 99 TOTP�L AREA ( ACRES )= 5. 12 'I`pTAL RLFNQFF { CFS }- 14 . 3 5 rxw+*f*++�+*++w****�******�**+,r+*****�**+*�v��w+ww*wv.r*r,r+*>rw*rtf*r++*f*+isr FLOW PROCESS FROM NOAE 5037.Op TO NODE 5D37.00 IS CODE = 1 » »>DESIGNATE iNDEPENDENT STREAM FOR CONFLU�ICE« « < »»>AND COMPiTPE VARIOUS CONFLiJENCID STR�AM VALUES««< ___--_-_---------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALiTES USED FOR TNDEPENDEN'i' STREAM 2 ARE: TIME OF CONCF�F'!'RATTON(MIN. j= 12.98 RAINFALL INTFNSi'TY{iNCH/HRj = 3.99 TOTAL STRFAM AREA(ACRE$i = 6.12 PEAK FLOW RAT�(CFS} AT CONFLLT�ICE = 14.35 * * CdN�'LiTENCE DATA "` * STREAM R1Jt30FF Tc IF�'i`ENSITY AREA NUi�iBER (CFS} (MIid. J (INCFi/HOURi {ACRE) 1 A4.29 20.90 2.933 23.57 � 2 14.35 12.98 3.4$� 6.12 RAINFP.i�L �NTEt�iSTTY AND TIME OF CONCENTRATION RATEO CONFLUEI3CE FORMULA USE17 FOA 2 STREAMS. ** PEA.K FLOW RATE TABLE ** 3TREAM AiJNOFF Tc TNfiEI35ITY N[IMBER (CFSj �MSN.} (TNCH/HOUR) 1 A6.92 12.98 3.987 2 5A.84 20.9Q 2.933 COMPUTED CONFLUENCE ESTI�iATES ARE AS FOLLOWS:. PEAK FLOW RATE(CFS} - 54.84 TcIMIN.) = 2a.90 TpTAL AREA(ACRES} - 29.69 LONGEST FLQWPATH FROM NODE 0.40 TO NODE 5037.00 = 1020.15 FEET. W iYiFY Y� f YrY#t# t t*#* ** �c * t t***** i****ir*tk yr*Yr'k'k 1riF'kiF**** *f **#*i***#*#* *�tt��1k W"�'�h*Y*# FLOW PROCESS FROM NODE 5437.00 TO NODE 504D.00 TS CODE = 31 ------------------------------------------------.._____..___------------------ »»>COiyiPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER-ESTIMA�'ED PIPESIZE (NON-PRESSURE FLQWj«¢�¢ -------------------------- ELEVATION DATA: UPSTREAM(FEET) = 337.12 DOWNSTREAM(F'EET) = 328.83 FLdW LENGTH(FEET) = 2�1.74 MANNI�IG'S i�7 = 0.0�3 DEP'FH OF FLOW IN 30.0 INCH PIPE �S 24.9 I[3CHE5 PIPE-FLOW VELOCITY{FEET/SEC.) = 15.05 ES�`IfSP.TED PIPE DIAMETERfINCH} = 30.OD �ILFMBER OF PIPES = 1 PIPE-FLQW(CFS} = 54.84 PIPE TRAVEL 'TiME(MIN.i = D.30 TC[MII3.} = 21.20 LONGEST FLOWP7�1'PH FRQ2+F N0�7E 0.00 Td i30DE 5040.00 = 124i.89 F�ET. � . �*rt�rrt*+r+x+++**xx*x+****+*+++:***+*�r***a��+++++++*�*t**+�*r*+*+r**+****t FLOW PROCESS FROM �ODE 504�.00 TO NODE 5040.00 iS CODE = 1 ---------------------------------------------------------------------------- » »>DESTGNATE I�FDEPENDENT STREAM FQR CONFLUENCE« « < 'I`OTAL NUMBER OF STREAMS = 3 CONFLUENCE VAi�UE5 [iSED FOR INAEPEi�iDFNT STREAM 1 ARE: TI2+4E OF CONCENTRATION{MIDi. ) = 21.20 RAINFALL INTENSITYIINCH/HR) = 2.9i TOTATa STREP.M ARSA{ACRES) = 29.69 PEAK FI,OW RA'FE(CFS) AT COidFLiFENCE = 54.64 • • y.*t+*t****k*i.*++***�+wtvr,�*w*+**rxr#++t+*t*+f***+***t********�**w��**w�****,t* FLOW PROCESS FROM NODE 5038.30 TO ATODE 5040.OQ IS CODE = 7 ----------------------------------------------------------------------------- »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< i7SER-SPECIFIED VALUES ARE A5 FOLLOWS: TC(MIN� = 12.Q2 4�AIN INTENSITY{I�CH/HOUR) = 4.19 TO'i'AL AREA (ACRES }_ �. 75 TO'i`AL Ri3NOFF (CFS i= A. 14 ******�**i.�l.*v.**i.*vr�*xry,y,+*r*rt*t+**f*++*+**w*«*xx+**,r**,t**+i.*+ir**wwr.v.*ff+s*+ FLOW PROCESS FROM NODE 5038.30 'i'0 NODE 504D.00 iS CO1]E = 1 ------------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUF�ICE« « < TOTAis NUMBER OF STREAMS = 3 CONFLU�7CE VALEJES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MI�I.) = 12.02 RAINFALF. INTENSITY(INCH/HR} = 4.39 , TOTAL STREA�7 AREAfACRESI = 1.76 PEP,K FLOW RATE(CFS} AT CONFLUFNCE = 4.].4 *�*�*�**s+*+w+�r*w+++**t*t+t+*+*+�+r*a*+++*wa�***+++*tti+t*+�*fr*ttt**+r*+*�+* FLOW PROCESS FROM NODE 5039.30 TO NODE 5044.00 IS CODE = 7 -------___------------------------------------------------------------------- »»>USEi2 SPECIFIED HYDROLOGY INFORMATiON AT riODE««< USER-S1'ECIFIED VALi3E5 ARE AS FO�,LOWS : 'i'C (MIN? = 12 . 95 RAIN INFE�ISiTY ( INCii/HOUR1 = 3. 99 'iOTAL AREA(ACRES) = 1.56 TOTAL RUNOFF(CFS} = 3.49 w.W�.*�.���***�***.*..�**.,.«�*,.�.****+.**�+.+s�,�*.*tt*+���***.***,.,,«x****+*r. F�,OW PROCESS FROM NODE 5Q39.30 TO SdODE 5040.00 IS CdDE = � --------------------------------------_-----------------------------__-______- »»>DES�GNATE INDEPENi3ENT STREAM FOR CONFLUENCE� « t� »»>ANd CdMPUTE VARIOUS C4NFLUENCED STRF.AM VALIiES««� �'OTAL NUMB�R OF STREAMS = 3 ' COI3FLUENCE VALUES 11SEi7 FOR TNDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION{MIN.) = 12.95 RAINFALL INTENSITY(INCH/HR) = 3.99 TOTAL STREP.M AR�'.A(ACRESI = �.56 PEAK FLOW RATE(CFS} AT CONFLUFNCE = 3.49 '* CONFLUENCE DATA ** STREAM RUNOFF TC NUMBER {CFS} (MIN.j 1 54.84 23.20 2 ' 4.14 �2.02 3 3.49 12.95 INTEidS I`I'Y (INCH/HOOR} 2.906 4.190 3.993 AREA {ACRE) 29.59 1 . 'I 6 1.55 , RAI€�IF'AI,I, �N'I'ENSITY AND TIME OF CONCEN'I`RATION RA'i'IO CONFLUENCE FORMULA iJSED FOR 3 STREAMS. �* PEAK FLQW RATE TABLE ** STRE.�M RiiNOFF TC INTENSITY NUMBER ICFS) (MIN.f (INCH/HOUR) 1 45.5d 12.42 4.190 2 47.34 12.95 3.993 3 60.25 21.2a 2.906 COI"]PiJTEQ CONFF,UENCE ES'i'IMATES ARE AS FOLF,OWS: PEAK FLOW RATE(CFS) = 60.25 'TCI[�flN.i = 21.20 TOTAL AR£A(ACRES} = 33.01 LONGEST FLOWPATii FRO�I NODE 0.04 TO NpDE 5040.00 = 1291.B9 FEET. **�*wwwr+*t++t******tw****�+*****�********�,rww+i*++++f***++***+*****,r*:*+*** FLOW PROCESS FROM NODE 5d94.00 TO NODE 5060.00 I5 CODE = 31 --------------------------------------------�-----------------------------__-_ »»>COMPUTE PIPE-FLOW TRAVEL mXME 'THRC7 SUBAREA««< » » >USING COMPUTER-ESTIMATED PIPESI2E (NQN-PRESSURE FLOWi «�« ELEVATION DATA i3PSTREAM(FEE3'}��^^ 328.50 DOWNSTREAM{FEET) = 310.25 Fi�OW LE3dGTH(FEETj = 302.57 MANNING'S N= 0.013 DEP�`H OF FLOW IN 27.a INCH PIPE I5 }�9.3 INCHES PEPE-FiOW VELOCITXf�'��'I'/SEC.} = 19.83 ESTIMATED PIPE DIAIIE`rER ( IiSiCH} = 27. 00 NUMBER OF PIPES = 1 PIPE-FLOW{CFS) = 60.25 PIPE TRAVEL TIMES�IN.) = 0.25 Tc{MIN.} = 21.45 LONGEST FLOWPATH FROM NQDE 0.00 TQ NODE 50GQ.00 = 1599.A6 FEET. � r�:t**t**+*.,.+,..*�+,r**+**t*wrr*,.+++*r++*.*+++****+*.�*�,.**a�***+*****+�ww.t. FLOW PROCESS FRdM NODE 5060.00 TQ NODE 5060.00 IS CODE = 1 -------------------------�....___--_____---------------------------___------___ »»>DESIGNATE INDEPENDIIJ'I' S7'REAM FQR CONFLUENCE«�« 'i'OTAL Niit�ffiER OF STRFAMS = 3 CONFLUENCE VALUES LiSED FOR II�iDEPENflEI3T STREAM 1 ARE : TIME OF CONCEN'iRATION(MTN.) = 21.45 RAINFALL INTENSITY(INCI�i/HRf = 2.88 TOTAL STREAM AREA(ACRES) = 33.01 PEAK FLOW fiATE(CFS) A'T' CQNFLUENCE = 60.25 *� k* iA'#' �*** ** *# i�'k# **�'# ikiYt i Y f#�t�t*YrY #*! t f*t�k**tklr f***** **i ** *##i�'i # kY��t Y 1 f t#*� t*** FLOW PROCESS FROM AiODE 5060.00 TO NODE 50bQ.00 IS CODE = 7 »»>USER SPECiFIED 3iYDROLOGY Ii�FFORMATION AT NQDEa«« USER-SPECIFIED VAF�iiES AAE AS FOLLOWS : TC{MIN) = 14.26 RAIN INTENSITY(INCH/HDUR) = 3.75 TO'PAL AREA(ACRES] = 21.67 TOTAL RUNOFF(CFS1 = 42.91 +****a�*f,r�+�r**if*�+++*tt*******++*******�*+*+*aW*Y*w:t+t*�***+**a�+*�+,r**+� FLOW PEtpCESS FRpM biODE 5060.00 TO NODE 5060.00 IS COBE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONF�UEiVCE« « < TOTAL N{TMBER OF STREAMS = 3 CONF�,UENCE VAIrUES IISED FOR IAIDEPE[dDENT S'£REA�i 2 ARE: TIME QF CONCENTRATION{MIN.) = 14.2b • RAINFALL INTE[VSITY(INCH/HR} = 3.75 . TOTAL STREAM AREA[ACRES} = 21.b7 PEAK FLOW RATE(CPS} AT CONFLUENCE = 42.91 +xtt*���w**rt+*******xx*****+****x****t�r�rtr�rw+t+**r*�x***xxx*+t*xx**x**�*� FLOW P�OCES$ FROM NODE 5060.00 TO NORE 5060.00 IS CQDE = 7 ---------------------------------------------------------------------------- »»>USER SPECTFIED HYDROLOGY INFOFtDSATION AT NODE««< USER-SPECIFIED VALUES .�tE AS FOLLOWS: 'I'C(MIN) = 9.43 RAIN �NTENSITY(INCH/[iOUR) = 4.90 TOTAL AREA{ACRES) = 0.95 TOTAia RUNOFF{CFS) = 2.64 *+*�*�+.+**++r***t*++++**+*****«irwxi.+.*i.*x*,t�*��**wrrrtwr+++++f*+++t*s***t****tr* FiOW PROCESS FROM NODE �o�a.ao TO NODE 50b0.00 IS CODE _ � ---------------------------------------------------------------------------- »»>DESIGNA'I'E INDEPENDENT S`£REAM FOR CONFLUENCE««� »»>ANA COMPLFPE VARIOUS CONFLUENCED STR.F.AM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VAE,UES USED FOR INDEPENDENT Si'Ft�AM 3 ARE: TIME OF CONCENTRATION(fSIN.► = 9.43 RAINFALL INTENSI'I'Y{INCH/HR� = 4.90 TOTAL STREAM AREA{ACRES) = 0.9$ PEAK FLOW R.ATE(CFS) AT CONFL[TENCE = 2.64 * * C�NFLUEIdCE DATA * * STREAM RUNOFF TC INTEN3SiTY AREA idiiMBER (CFSi (MIN.) (INCH/HOURi (ACAEj 1 64.25 21.45 2.B83 33.01 2 42.91 14.26 3.753 21.67 • 3 2.64 9.43 4.9D0 0.95 RAII3F'ALL ENTENSITY AND 'i'IME OF CONCEDI"fRATIQN RATIO CONf�'LUENCE FORMULA USED FOfi 3 S'I'REAMS. ** PEP.K FLOW RATE TABLE ** STREP.M RUNOFF TC II3TENSITY NUMBER (CF'S) iMIN.? (II+ICH/HOE.FR) 1 70.96 9.43 9.900 2 91.23 �4.25 3.753 3 94.78 21.45 2.883 COMPUTED CONFLUENCE ESTIMATES AftE A5 FOLLOWS: PEAK FLOW RAT�(CFS) = 94.78 Tc1MIN.) = 21.45 TOTAL AREA(ACRESI = 55.63 E�QNGES'i' FLOWPAi'H �ROM NODE 0. 0 0 TO NODE 5 0 6 0. 0 0 = 15 94 . 4 6 FEET . �******..**��+*+***++++++#���.��**.***+*+*****.,.**�***++�+�*�+.�*�***+*****��. �'LOW PROCHSS FRpM NODE 5060.OQ TO NODE 506$.00 IS CODE = 31 ----------------___---------------------------------------------------------- »»>COMPUTE PTPE-FLOW TRAVEL TIME THRU SUBAREA« «¢ »»>USING COMPU'I'ER-ES'I'IMATED PIPESIZE (NOI3-PR�SSURE FLOW] ««< ------------------------------------ --- Ei��IATION DATA: UPSTR�,AM(FEET} = 309.92 DOWNSTREAM(FEET) = 295.59 FF�OW LENGTH(FEETj = 259.56 MANNING'S N= 0.413 DEPTH OF FLOW IN 33.� INCH PIPE I5 22.9 INCHES PIPE-FLOW VELOCI'I'Y(FEET/SEC.} = 21.55 ESTIMATED PIPE DIA�SETER(INCH) = 33.Oa NUA'3BER OF PIPES = 1 PIPE-FLOW{CFS} = 94.78 PIPE TRAVEL TIMESMIN.� = D.2Q `I'C{MIN.j = 2�.65 • LONGEST FLOWPATH FROM i�}ODE 0.00 'I'O NODE 5Q65.00 = 1854.02 FEET. i �w�;*�*.**.�**�**��*************.�******t*�**,*******..�*�************,**.**� FLOW PROCESS FROM NODE 5Qb5.00 TO NODE 5D65.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE IPiDEPENDENT STREAM FOR CONFLUENCE« « < ---------------------------------------------------------------------------- TOTAL NLTMBER OF S'FREAMS = 3 CONFLU�CE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 'I'IME OF CONCENTRATION(MIN.) = 21.65 RAINFALL II3'I'ENSITY{INCH/HR) = 2.97 TO`!'AL STREAI�4 AREA f ACRES i= 55 . 6 3 PEAK FLOW RATE(CFS} AT CONF'LUENCE = 94.7$ v.�**+«*.,*.*.*,.**,r*,r+��**�,r*++***+v.+**+******+++*+,r+**+*+r*f*+,.*******��.,,r*a+ FLOW PROCESS FROM NODE 5Q51.10 TO i30DE 5�51..20 IS C4DE = 21 ------------------..--____..___________...._-----..__....__..__..---..---------------- » »>RATIONAL, METHOD INITIAL SUBAREA ANALYSIS« « < ---------------------------------------------------------------------------- USER-SPECIFIED 12UNOFF CO��'FiCEENT = .9500 S.C.S. CURVE N[J�]BER (1.iMC I�} = 92 INITIAL Si7SAREA FLOW-LENGTH = 29Q.00 UPSTREAM ELEi7ATION = 319.80 DOWNSTREAM ELEVATION = 304.79 �,EVATION DIFFERFNCE = 15.01 UR$AN SUHAREA 4VERL.�ND TIME OF FLDW{MII3[3TES) = 2.65$ *CAUTION: SUBAREA SLi?PE EXCEEi?S COUNTY I30MOGRAPH pEF�AiITION. EXTRAPOLATIOid OF NOMQGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN[3'PES 100 YEAFt RAINFALL INTENSITY{INCH/HOUR} = 6.559 SiiSAFtEA RLTNpFF { CFS }- 1. 87 •TO'T'AL AREA(ACRE$} = 0.3D TOTAL RUNOFF[CFS) = 1.87 *Yr** **#* *# *+#i�*1'*1�'* #YY y��F*Y�* #*Y! ti f f f Y� MY�*Y� �#y Y f* f t* # Yt* #t#***tiYri #t***t*i t* i*t FLOW PROCESS FROM NpDE 506i.30 `i'O NODE 5065.00 FS COBE = 1 -----_--------_--___-----_----------------------------------------------------- »»>DESIGNAT'E INDEPENDENT STREP.M FpR COiQF'LUENCE««< ----------------------------------------------------------------------------- ---_------------------------------------------------------------------------- TOTAL NUMBER OF STREAM$ = 3 CONFLiTENCE VALUES USED FpR INDEPENd?EN'I' STREAi+3 2 ARE : TIl4E QF CpNCF.i+I'FRATION ( MIN. }= b. Dd RAT�iF'ALL INTENSITYfINCHlHR} = 6.56 TO'TAL STR£AM AFtE,A I ACRES )= 0. 3 0 PEAK FLOW RATE{CF5} AT CO�FFLUFNCE = 1.87 _ **.**.*f+*f**++******+****+*******�******+**>**,..*��***,r*********,.****��*+*+ FLOW PAOCESS FR02r3 NODE 5062.14 TO NODE 5062.20 IS CODE = 21 -----------------------------------------------------------_____-----...._..____ » »>RATIONAL METHOD INITIAL SUBAREA ANAL,YSIS<c« < USER-SPECIFIED RUNOFF COEFFICIENT = .950d S.C.S. CURVE NUMBER {AMC I1) = 92 INITIAL SLiBAREA FLdW-LENGTH = 290.D0 i3PSTREAM ELEVATION = 319.84 DOWNSTREAI� ELEVATION = 304.79 ELEVATION DIFFERENCE = �5.01 �1RBAN SUBAREA OVERLAND TIME QF FLOW[�`7INUTES) = 2.656 "CAUTION: 5E7BAREA Si3OPE EXCEEDS CO[TDiTY 3dOMOGRAPH 3�EFINITIO[d. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CO[dCENTR.A'i'IOiV A55UMED AS 6-�IINUTES lOQ YEAR RAINFALL INTENSITY(INCH/HOUR} = 6.559 � SUEAREA RETNOFFICFSJ = 1.1$ � • � 'I`Q'PAL p,REA { ACRES J= 0.� 9 TOTAL RUNOFF ( CFS }- 3� . 18 Yrk 1r *Yr**iFY� Yr ***'kiM *****iYYriF �k * kYr** t**t*tt�kf *#}�k*f}t! f*i4*W�Fi W iFi�ik W W i*****i� **i� * iF *Yr* FLOW PROCESS FROi�E I30DE� 5462 .30 TO NOAE 50b5. QO TS COD� = 1 ---------------------------------------------------------------------------- »»>DESIGNATE Ii�3DEPENBEN'I' STR�A�1 FOR CONFLUENCE««< »»>ANil COMPUTE VAFtTOUS CONP'LUENCEI? STREA34 VALUES««< TOTAL NUMBER QF STREP.hlS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 6.04 RAII3FALL INTENSITYfINCH/HR) = 6.56 TOTAL STREAM AREAfACR�S} = D.19 PEAK FLQW RATE(CFS} AT CONF'LU�ICE = 1.18 * * CONF'LUF.idCE DATA * * STREAM RLTNOFF Tc Iid'I'FNSI'I'Y AREA NUMBEA SCFS} (MIN.) (TNCH/HOUR) (ACRE) 1 94.78 21.65 2.866 55.63 2 1.87 6.Od 5.559 0.30 3 1.18 6.Od 5.554 0.19 RAINFAE�L INFENSI'i'Y AND TIME OF CONCEt3'I'RATION RA7'�O CONFLUENCE FORMUL)1 USED FOR 3 STRF.��SS . ** PEAK FLOW RA'PE TASLE ** STREAM RiJAIOFF Tc INT�SITY �1UMHER (CF5) (MIN.) {�NCH/HpURi 1 44.47 6.OD 6.559 2 44.47 6.Q0 6.559 3 96.�1 21.65 2.B66 COMPUTED CONFLUENCE ESTIMATES ARE AS FdLLOWS: PEAK FLOW RATE{CFS) = 96.11 Tc(MIN.J = `�'dTAL AREA ( ACRES )= 5 6. 12 LONGEST FLOWPATH FROM NODE O.OD TO �IQDE 21.65 5065.00 � �.854.02 F�ET. * i + * * * * * * t i # * t * t * * * t # #�k 3 i f Y f i Y f Y iF # iF Y� Y ik ! i i + ik � �i # } ti t � # * *'� * * * * * * * * * # * i� * * * * f * * * * * FLOW PROCESS FROM I30DE 5�65.D0 TO NpDE 5070.00 IS CODE � 31 -----------------------------------------------------------�_____--W_-_____-_-- »»>COMPi3TE PIPE-FLOW TRAVEL TIN4E 'i'HRU STJBAREA««< »»>USING COMPUTER-E$TIE�ATED PIPESIZE (NOI�-PRE55URE FL�4Jj ««< ---------------------------___��_-------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPS'i'REAM(FEET) = 295.2Z DOWNSTREAMIFEET} = 281.29 FLOW LFNGTH{FEET} � 295.26 MANNING'S N= 0.013 D�PTH OF FLQW IN 33.0 zI�iCH PIPE IS 24.7 II�iCHES PTPE-FLOW VELOCITY{FEET/SEC.f = 20.19 ES'F'�MATED PIPE DTAMETER(INCHi = 33.00 NCTMBER OF PIPES = 1 PIPE-FLOW{CFSi = 96.11 PIPE TRAVEL TIME{MIN.} = 0.24 Tc(MIN.i = 21.90 LdNGEST FLOWPA'i'H FROM PIODE O.OD TO NODE 507D.00 = 2149.28 FEET. ++�*r*w�r�r�+i.��+i�i.i.���+x*,t+*x,r***r�*�,rx++��*rr+**�w***+*t***+.+.******+*�rr+�*+� FLOW PROCESS FftOM NODE 5070.00 TO �FODE 5075.00 I5 CODE = 31 ---______-------------------------------------------------------------------- »»>COMP13'I'E PIPE-FLOW TRAVEL TIME THRU S�7BAREA««< »»>USING COMPUTER-ESTIMI�TED PIPESIZE (NON-PRESSU�tE �'LOW} �¢«< ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAt�S(FEET) = 284.96 DOWNSTREAM(FEET} = 266.16 FLOW �,ENGTH {FEET� = 292 . 96 MJs31fiING' S N= 0. 613 DEPi`H OF FLOW IN 30.Q II�CH PIPE IS 23.4 INCHES � PIPE-FLOW VELpC1TY(FEET/SEC.) = 23.37 ESTIMATED PIPE DIAMETER{I��H) = 30.00 NUMBER OF PIPES = 1 PIPE-�LOWfCFS) = 96.11 PIPE TRAVEL TIME{MIN.) = 4.21 Tc[MIN.j = 22.11 LONGEST FLOWPATH FROM NODE �.OQ TO NODE 5075.00 = 2442.24 FEET. t * * * * * * * * * + * i y Y t * � * Y # f Y Y f * t t t # t * t t t * * � * * * f * * * * * * * * * * * # i W * W Y * k i * * w * t * * f * * * i Y * FLOW PROCESS FRpM NODE 5075.00 'I`0 NODE 5D75.00 IS CODE = 1 --------------------------------------------------------------------�------- »s»DESIGNATE IZdI}EPENAENT S�REAM FOR CpNFLUENCE««< TOTAT, NUMSER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INi3EPENDENT STREAM 1 ARE: TIME OF COA3CEN'i'RATIQN (M�N. j= 22 . 11 RAINFALL INTEi3S�TY{INCH/HRj = 2.83 TOTP.L S`I`REAM AREA(ACRES} = 56.12 QEAK PLOW RATE(CfiS) AT CONFLUENCE = 96.11 *,r**+***.�+.*+*+*****�*.*,.*�***�****�a***+****+**v.*.*+++ft++*+tt++*****:**,.,. FI.�OW PROCESS FROM NODE 5074.2Q TO NODE 5075.00 IS CODE = 7 »»>USER SPECIFIED IiYDROLOGY IN.rORMA�'TOI3 AT NODE««< USER-SPECFFIED VALUES ARE AS FOLI,OWS: TC{MINi = 12.70 RAIN INTENSI'I'Y(INCH/HOUR) = 4.04 TOTAL AREA(11CRE5) = 6.98 'i'OTAL RUNOFF{CFSj = �4.66 �F�F*t # *t#tt*t�klr f Yr1r Yr f iFY� * *** **i***i**#**!*f y Y* * Y�! f **# * #*t** tYrYr*!�*yr Yrf ** **irir * *i�* * FLOW PROCESS �'ROi+] NODE 507A.20 TO NODE 5075.00 iS CODE _ � -------------------------------------------------------------------___-------- • »»>DESIGNA'i`E INDEPENDFNT STREAM FOR CON�'LUENCE««< »»>AND COMPUTE VARZOUS CON�'LSJENCED STREAM VAi�UES«t« ��TQTAL NLT�fBER OF STREAMS = 2 CpNFLUENCE �IALUES LiSED FOR INDEPFNDEIIT S'FREAM 2 ARE: TIME OF CONCENTRATION[MIN.} - �2.7D RAINFAI,L INTENSITY(INCH/HR} = 4.04 TpTAL STREAM AREA(ACRES) = 6.9& PEAK FLOW RATE(CFSf AT CONFLUENCE = 14.56 ** CONFLUENCE DATA ** STE2EAM RUNOFF TC TNTENSITY AREA NUMBER (CFSJ {MIN.} (INCH/HOUR} (ACRE) 1 96.11 22.11 2.828 55.12 2 14.66 12.70 4.044 b.98 RAINFALL IN'PENSITY AND TIME OF CdNCENTRATION RATIO CONELUENCE FORMULA iJSED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE *' STREAM RUNO�'F Tc IN'f'ENSITY NUMBER {CF5) {MIN.) [INCf3/HOURi 1 81.88 12.70 4.044 2 106.37 22.11 2.B26 COhiPiJTED CONFLUEA7CE ESTTMA'iES ARE AS FOLLOWS : PFJaK FLOW RA`PE(CFSj = 106.37 Tc(MIN.} = 22.�1 TOTAL AREA{ACRES) = 63.10 LOI3GEST FLOWPATH FROM NO17E 0.00 TO NODE 5075.00 = 2442.2A FEET. � .+.+++++***�.*.�++.*«*.�*.*++��+.�.+*��t+�.*�*�r+,.*t**�+*�*+�.�**.*+******+�+ � / � -_FLOW PROCE55 FROM NODE 5075.00 TO NODE 508D.00 IS COD� = 31 »»>COMPUTE PIPE-FLOW TRAVEL TI�IE THRU SUBAREA« «< »» >USING COMPUTER-�STIMATED PIPESIZE {NON-PRESSURE FLOW) « «< -------===----------==------------------------------.._� ELEVATION DA'I'A: iJPSTREAM(FEE'T') = 259.53 DOWNS`£REAt3IFEET) = 247.62 FLOW LENGTIi(FEE'P} = 145.42 MANNING'S N= 0.013 DEP'f'H OF FLOW IN 30.0 ENCH PIPE ES 24.1 iNCHES PIPE-FLOW VELOCITY(F�ET/SEC.) = 25.13 ESTIMIITED PIPE DIAh1ETER(II3CH} = 34.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1D6.37 PIPE TRAVEL TIME(MIN.) - 0.14 TC{MIAI.i = 22.20 LdNGEST Fi,OWPAT3-I FROM NODE 0.00 TO NODE 5080.OQ = 25B7.56 �'EET. ***w*+,rw*t*i.*+**www*++*xf.***a*�rit+***wtr*x�k*r*+++*�*w*+i.�+*ti*++***r*w**i.�*� FLOW PROCESS FROM NODE 508d.�0 TO NODE 5080.00 �S CODE = 1 »»>DESIGNATE INi1EPENDENT STREP.i�f FOR COI3FLUENCE««< --------- TO'TAL NUMBER OF STREAMS = 3 CQNFLi3E3dCE VALtJES EJSED FOR INDEPENDEN'!' STREAM 1 ARE : TIME OF CONCENTRATION{MIPI.} = 22.20 RAINP'ALL IN'!'FNSITY ( INCH/HR} - 2. 82 TOTAL STRE.�M AREA{ACRES} = b3.10 PEAK FLOW RA?'E{CFSJ AT CQI3FLUENCE = 106.37 v.+v.Y++**�e�*,t**t++***++**,tww*++t*x*�*i.i.**titt*****w**vrr#+t*****�*��k**t*+**t*�* FLOW PROCESS FROM NOAE 507B.04 `PO NODE 5D78.00 IS CODE = 22 »»>RATIONAL METHOD INITIAL SUBA�i�A ANALYSFS««< S��USER-SPECIFIED RUNOFF CQEFFICIEI3T`=Y^9500==-==_~_'___-=--=�Y'====-__-=-==LL S.C.S. CLTRV� NUMBER (AMC TI} = 92 USER SPECZFIED `�c{MIN.} � 6.000 100 YEAR RAINFALL INTENSITY(INCHIHOUR? = 6.559 SUBAREA RUNOFF(CF5} = 4.36 'i'pTAL AREA(ACRESi = 0.70 TbTA� RUNOFF(CFS) = 4.36 *.«t��**t,.**++:t++*****�**+,���*+,.*****��*t+*�*.***.*t+�.**�**+�W*+++*«,.*�*ti FLOW PROCESS FAOM NOAE 5078.00 TO NODE 508a.d0 IS CODE = 1 »»>DESIG23ATE INDEPE�FDENT STREAi�4 FOR CQNFLUF.I�3CE««< 'TOTAL`NUMBER OF STREAMS = 3 CQNFLfJENCE VALEFES USED FOi2 II3AEPENDEI3'I' STREAM 2 ARE : T�ME OF CONCENTRATIONSMIN.) = 6.00 RAINFALL IN'I`ENSITY(INCH/HR) = 6.56 TO'FAL STREAM AREAlACRES) = 0.70 PEAK FLOW RATE(C�'S) AT COidFLUEI3CE = 4.36 *fYr**# *�'f t#***f *** i i�Ytt*t+yr*�k * f i* W Y#�c ** k iF ***i+�'***� Yr * f};t fi#ir**** i� # f i f! Y***Yr * FLOW PROCESS FROM NODE 5074.00 TO [40DE 5079.00 IS CODE = 22 »»>RATIOI3AL METHQD I�II'iIAL SUBAREA ANALXSIS«�« USER-SPECIFIED RiINOFF' COEFFICIENT = .9500 5.C.5. CURVE NLTMBER {AMC iIJ = 92 USER SP�CiF�ED Tc(MIN.j = 6.D00 1�Q Yk'.AR RAINEALL IN'i'ENSI'�`Y ( II3CH/HOUR) = 6. 559 SUBAREA 12UNOFF(CFS) = 2.49 � TOTAL AREP.fACRESI = 0.40 TOTAL RUNOFF{�FS} = 2.49 � * * * * + ti Y f # t * * * # ! � � k t t * f f * * * * t f # * * * * * * * k * f * # t # * * * * * * k * W * # * * * * * * * * � t � f f t * * * � � * * FLOW PROCESS FROM NODE 5079.00 TO NOAE 50B4.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < »»>AND CQMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< �TO'TAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREA2+f 3 AAE: TIME OF CONCEiV'I'RATIONLMIN. }� 6. 00 RAINFALL INTENSITY{INCH/IiRj = 6.56 T�`FAL STFtEP.M AREA {AGRES }= 0. 4 0 PEAK FLOW RATE(CFS) AT CON�'LiFF�10E = 2.49 *'* CONFLUENCE DATA *"` STREAM RUNOFF Tc T�T'PENSITY AREA NUMBER (CFS) {MIN.) (II3CH/HOURi (ACRE� 1 106.37 22.20 2.620 63.10 2 4.3b 5.40 6.559 0.70 3 2.44 6.OD 6.559 0.40 RAIidFALL Ii1'I'ENSITY AND TIME OF CONCEN'i`RATZON RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. * * PEAK FLOW RA'f'E TABLE * * STREP.M RUNOPF TC INTENSITX NUMBER {CFS} (MIN.) fINCH/HOUR) �, 52.54 6.00 6.559 2 52.59 6.0� b.559 3 109.31 22.20 2.820 � COMPUTED CONFLUENCE ESTFMATES ARE AS FOLLOWS: PEA4C F'iAW RATE{CFS) = 109.31 Tc (3+9IN. i= z2 • 2� Tp'i`AI, AREA {ACRES 1= 64 . 2 0 LONGES'T' FLOWPATH FROiw] NODE 5079.00 TO NQDE 50$0.00 = 29296.DD FEET. 1#*w'1r'/rY� **Yf#ii k kyr***Y Y*t**tX' f**f}YiFtt*ikk flrf *f*Yt t*YriY**#'k**t t t* *YrYr****i f t*1f * FLOW PROCESS FR02+F NODE 5080.0� TO PiODE 508�.D0 iS CODE = 31 � » »>COMPUTE PIPE-FLOW TRAVEL `i'IME THRU SUBAREA« « < »»>USING COI�SPCJ'i'ER-ESTIMATED PYPESIZE (NOAi-PRESSURE FLdW) ««< ___________________________�___---------------.------------ ELE�lATION DA'f'A: UPSTREP,M{FE�Tj = 2A7.29 DOWNS'PREAM(FEE'F) = 223.07 FLOW LENGTH(FEET} = 297.48 MANNING'S N= 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.0 �NCHES PIPE-FLOW VELOCITYIFEET/SEC.) = 25.94 ESTIN3ATED PIPE DIAME'i'EA(INCii} = 33.00 �IUMBER OF PIPES = 1 PIPE-FLOWICFSi = 1fl9.31 PIPE TRAVEL TIME{MIN.} = 0.19 Tc{i�1IN.j = 22.39 LONGEST FL4WPATf3 FROM NQDE so�g.aa TO NODE 50$1.00 = 29593.48 FEET. ,r**ti*+***,r*++a�rr**++**++#��r*s+rwx+*t��*rw*xxafa�r*i,r**�*++*+,r�+****,rat+��++s FLOW PROCESS FROM NODE 50$1.00 TO NODE 50$1.00 IS COAE = 1 >» »DESIGNATE INDEPENDFNT STREAM FOR CONFLUEI3CE<¢ « < TpTAL iQUMBER�OF STREAMS = 2 CONFLL3ENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIODI(MIN.a = 22.39 R.ATNFAi,L INTENSI'FY(INCH/HRj = 2.8� � TOTAI, STREAM AREA{ACRE51 = 64.20 � pEAK FLOW RATEICFS} A� CONFLUENCE = 1D9.31 ******�ti>�*+*.+**��+�...++*«.+**++*+*��**�.**++W*+�*.****+..�ti.**t+*******++ FLOW PROCE55 FROM NODE 5081.14 TO NpDE 5081.10 I5 CODE = 22 Y^»»>RATIONAL METHQD I�IT�AL SUBAftEA ANALYSIS««< USER-SPECIFIEA �UNOFF COEFFICIEAiT = .9500 S. C. S. CURVE NUMBER { p,t+�C I I� = 92 i35ER SPECIFIED TC(MIN.) = 6.000 l0a YEAR RAINFALi, IN'PENSITY ( IidCH/HOUR1 = 6. 559 SLiBAREA RUNOFF(CFS) = 1.25 TpTAL AR.F.AfACRES) = 0.20 TOTAL RUNOFF(CFS) = 1.25 *+**Y�***wx*x�t*+rt**++***++wwti**+t+*a+i.t**twrtw+**xw�**t+tt+****�**+++rr��rr++ FLOW PROCESS FROM NODE 5061.10 TO NODE SQ81.00 T5 CODE = 31 ` »»>COMPi3'T'E PIPE-FLOW 'T�tAVEL TINfE THRU SUBAREAa«« » »>USENG COMPUTER-ESTIMATED P�PES�ZE {NOI3-PRESSURE FLOW}« «< ------=-=--------==---------------------------------------- EE�EVATION DATA: UPSTREP.MfFEET} - 225.00 DOWNSTRFAi�SIFEET} = 224.47 Fi,OW LEi�IGTH(FEETJ = 6.25 MANNxNG'S N= 0.013 ESTIMATEb PIPE DIAME'T'ER(INCH) INCREASED TO 18.000 DEP'I'H OF FLOW IN 18.a INCH P�PE IS 2.0 INCHES PIPE-FLOW VEi�OCITY(FEET/SEC.} = 11.65 ESTIMATED PIPE DIA34ETEFt{INCH} - 1$.00 �iCTMBER OF PIPES = 1 PIPE-FI.�OW(CF5? = �.25 PIPE TRAVEL TIME(MIN.] = 0.01 Tc{MIN.) = 6.61 E�ONGEST FLOWPATH FRpM NODE 5081.10 TO NODE 5081.40 = 303.73 FEET. � ♦tr*t*w*,t+�r*rtw+*ww�,t+��**+*trrw�*+a+frt++t+*w**++�r*if****xx*�*��rt*i.*t*w***i. FLOW PHOCESS FROM NODE 50$1.OD 'PO NODE 5D$1.00 IS CODE = 1 »»>DESIGidATE INDEPEI�TDENT STREAt4 F4R CONFLE3ENCE<a«< »»>AND COMPUTE VARTOUS CONFLUENCEi] STRF�S VAL�UES««< ------------ TOTAL NUMBER OF ST4Z�AMS = 2 CONFLl3E�10E VALUES USED FOR INDEPENDF.�TT STREAM 2 ARE : TIME OF CONCENTRATI4AI ([�fIfV. 1= b. Q1 itAINFALL INTENSITY{INCH/HR} = 6.55 `i'OTAL STREAM AREA(ACRES) = 0.20 PEAIC Fi,OW RATE ( CFS 1 AT C0�IFLUENCE = 1. 25 ** CQNFLUENCE DATA ** STREAM RUNpFF TC INTENSITY AREA NUMBER (CFS) (M�N.) (�NCH/I-IOUR) (ACRE? 1 109.31 22.39 2.B05 64.20 2 1.25 6_D1 6.552 0.2Q RAINFALL INT�IVSITY AAFD TIME OF CONCENTRATTON RATIO CONFLUENCE FORML3LA USED FOR 2 STREAMS. '�* PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSiTY NCTMBER (CFS) (MIN. a {TNCH/l-IOUR1 1 48.04 b.01 6.552 2 109.85 22.39 2.805 COMPUTED COI3FLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATEICFS) = 109.85 'i'c(MIN.) = 22.34 • TOTAI., AREA { ACRES }= 6 4. 4 0 � LONGEST FLOWPATH FROM NOD� 5079.a0 TO NODE 5061.00 = 29593.48 FEE�. *��++t******+*��k.*�+*+�t****+*****��***+*.�++***�**��.+**�***+�*+�***�***+� FLOW PROCESS FROM NODE 5Q81.00 TO NODS 5085.44 iS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL iIME THRU SUBAREA« «< »»>IISiNG CdMPUTER-EST�MATEI] PIPESIZE INON-PRESST3RE �'LOW) ««< JELEVA`f'ION^DATA+ UPS'i'REAMIFEET) = 222 74 DOWNSTREAM{FEETJ^= 193.18 FLOW LENGTH { FEE'f') = 516 . 54 MANI�ING' S[�1 = 0. 013 DEPTH OF FL4W IN 33.Q INCH PIP� IS 25.5 XNCHES PIPE-PLOW VEL,OCITY(FEET/SEC.} = 22.33 ES'iIMA'TED PIPE DIAMETER ( INCHf = 33 - aD Ni3N]BER OF PIPES = 1 PIPE-FLQW(CFS} � 109.85 PIPE TRAVEL TIME(3�4IN.1 = 0.39 Tc{MIN.) = 22•78 LONGEST FLdWPATH �'ROM NOAE 5079.00 TO NODE 5085.00 = 30114.08 FEE�'. ♦irt+**w,ti.t*++a**+,t�srtt*+,t++*rtt*x��,t***+t+*+**+r*****+i�*t+*+***+i.�r�*tt**** FLOW PROCESS Fft03�5 NODE 5a95.00 TO NODE 5085.04 IS CODE = 1 » » >DESIGNATE TNDEPENDENT S'I'REAM FOR CONFLUENCE««< ________________ ________________�______=________--_______-_________-_-_____ TpTp�, NUMSER QF STREAMS = 3 CONFI,UENCE VALL7E5 USEA FOR II3DEPENDF.NT STREAt�7 1 ARE: TIME OF CONCENTRATION{PSIN.) = 22•78 RAINFALL FNTEDiSITY(INCH/HR} = 2.77 'FOTAL STREAM AREAIACRESI = 64'.4d PEAK FLOW RA'I`SICFS) AT CQNFLUENCE = 1Q9.B5 # #tiM ir *ir �' 1t** **#t*# ttkl ** *'k�"�**** * * *'FY4i i***Yri Y t**� w * *i�#' *f **Yr1ri� *'ky' #i**kyr * * � #�k* � -_FLOW PROCESS FRQM NODE 5�83.00 TO NODE 5085.OD IS CODE = 7 »»>l3SER SPECIF�ED H7CI}itOLOGY INFQRMATIOId AT AIODE««< USER-SPECIFIED VALUES+ARE AS FOLLOWS: TC(M�N? = 17.63 RAII3 INTEI+ISITY(INCH/HOUR) = 3.27 TOTAL AREAtACRES) = 1.90 TOTAL R[TNOFFiCFS) � 3.50 � *+t***t+++t�w**+.**+t*+�*�*s*++.*,irxx+�**t+rrx+*+*+tt+*i.i.*yt*+*x**v.*+*rxa+i.+r*+: FL4W PROCESS FROM NOAE 50B3.00 TO NODE 5065.00 IS CODE = 1 ------------------ »»>DES�GNA'PE INUEPENDEN'i STR�Ai�'I FOR COI3FLUENCE«¢« ----------------- Tp`t'AL NUMBER OF STREP.MS = 3_ CONFLl3Ei�TCE VALUES iJSED FOR INDEPENDEA7'I' STf2SAM 2 ARE: 'I`IME O�' COidCENTRATiON(MIN. ) = 17.63 RAINFAI�L INTENSZTY{INCH/HR) = 3.27 TOTAL STfiEAM P.REAfACRESi = 1.90 PEI�K FLOW RATE{CF5} AT CONF'LUENCE = 3.50 # kttt*'k**Y�t't ****Y� * *+�ki f * ****#*t * * *'k �k'k#i W f * * *iFiF*�* # ***Yr* iiY�!* * *lriFi� *'1' * #**iF*+t* FLOW PROCESS �'ROM NODE 50B5.40 TO NODE 5085.40 IS CODE = 22 --»»>4ZAT1013AL I'SETHOD I�IITIAL 5L3SAREA ANALYS�S««< �USER-SPECTFIED ftUNOFF COEFFICTENT = .95D0 S.C.S. CURVE N[1MBER {AMC II} - 92 USER SPECIFIED Tc{NfIN.? = 6•flflq 1D0 YEAR RAINFALL INTENSITY(INCH/HOURj = 6.559 StT9AREA Ri3�iOFF{CF5) _ ]. • 99 TO�'AL AREA{ACRES} - 0.32 TOTAL RUNOFF(CFS1 = 1•99 • ♦***�t+*+***++r**arx*t*rtrt+t*a*twrrt�rr*****+***+f+t�x+�*tttrt******w**+tt+ FLOW PROCESS FROM NODE 50B4.OD T`0 NODE 5085.40 �S CODE = 1 » »>bESIGNATE'TIdDEPENDENF STREAM FOR CONFLUENC�« « < »»>ANi) COMPUTE VARIOUS CONFLLTENCED STFtEAl4 VAi�UES«<a< `«'I'pTAL NUMBER OF STREAMS = 3 � CONFLUENCE VAf,UES USED FpR IfFDEPENAENT STREAI+i 3 ARE: TIME OF CONCF.N'I'RATION(MIN. j= 6.00 RAINFALL INTENSITYi�NCH/HIt) = 6.56 TOTAL STREAA3 AREAIACRESi = 0.32 PEAK FLOW RATE{CFS1 AT CONFLUENCE = 1.99 * * CONFLUF.idCE DA'f`A * i STREP.M RUNOFF TC INTENSITY AREA NUMSER {CFSj - {MIN.) (INCH/HOUR} (ACRE) ]. 109.85 22.78 2.774 64.40 2 3.50 17.63 3.273 1.90 3 1.99 6.00 6.559 �-�z RAINFp.i,L I�1'I'ENSITY PND TIME OF CONCENTRATION RATIO CONFLUENCE FOH3�7ULA USED FOR 3 STREP.MS . ** PEAK FLOW RATE TABLE ** STREAt�S R[7i�IflFF TC ENE`E�TSITY NUMBER (CFS) (MIN.} (INCH/HQUR} 1 50.20 6_QO 6.559 2 97.60 17.63 3.273 3 113.66 22.78 2.774 • CONSPCiTED CONFLUENCE ESTIMA'iE5 ARE AS FOLLOWS: PEAK FLOW RATE{�FSj = 113.66 TC(MIN.) = 22.78 TpTp.�, p.RF.A { AC RE S 1 = 6 6. 6 2 LONGEST FLOWPAT3-I FROM NODE 5079.00 TO NODE 5085.OQ = 30110.08 FEE'd'. #i MYrR*f ** i**YrYr1� ***'ty t #t *'k *****1�'i►# # * t *'/r * * *tkf' #Y*�A'1r* **t4#t**f ** * f if i** * *Yr***Y�t# FLOW PROCE55 FR02�f NdDE 5085.00 TO NODE 5090.00 I5 COAE = 31 »»>CO3�fPUTE P?PE-FLOW TRA�IEL iIME THRU SUBAREA««< »»>USI�IG COMPUTER-ESTIMATED PIPESIZE (NdN-PRESSURE F'F.OW} ««< ----_r..------ ELEVA�`ION DA'FA: UPSTRE.�M{g£ET1 = J192 68 DOWNSTAEAM{FEETj = 1$7.88 FLOW LENGTH ( FEET} = 114 . 77 i�fANDII33G' S I3 = D. 033 I�EPTH OF �'LOW IN 3b.0 I�TCH PIPE IS 26.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2D.14 ESTIMATEi� PIPE DIAME'FER(INCH} = 36.04 NU[�4BER OF PTPES = 1 PIPE-FLOW{CFS} - 113.66 PIPE TR.AVEL TIMESMIN.) = O.fl9 'i'c(MIN.j = 22.88 LONGEST FLOWPATH FROM NODE 5079.00 TO NODE 549Q.00 = 30224.85 FEET. +**+f***x*��+rf*+,o-*x*t+a�++t**++,r+++r*y+*t�+.*+�**+**+�+*+*+**++*+r*�rt**�*+t+ FLOW PROCESS FROM NODE 5Q90.00 TO NODE 5090.00 IS CO€}E = 1 J»»>DESiGI�3ATE INDEPENDEi�iT 5'FREAM FOR CONFLUENCE«�« -------W_ TOTAL NUMBER OF STREANIS = 2 CONFLUEidCE VALUES i35ED FOR IidDEPENDEN'P STREAM 1 Af2E: TIME OF CONCENTRATIOid(MIN.) = 22.88 RAINFA%L IN'PENSI`FY(INCH/HR1 = 2•�� • 'i'OTAL STREAM AREAiACRES} - 66.62 • • • PEP.K FLOW RATE{�FS) AT CONFLUE�ICE = 113.66 * * * * * * * * * * * * * � W # * * * * * * * * * * * * * * * * * * * i * * * * * * * * t # t � Y * Y k Y Y * k k i � # * * * * * * # * * * * * * f k * FLOW PROCESS FROM NODE 5086.64 TO NODE 5090.00 IS CODE = 7 ---------------------------------------------�__---------------------------- »» >USER SPECIFIED HYDRQLOGY INF'ORMATION AT NODE««< USER-SPECIFIED VAL�ES ARE AS FbLLOWS: TC(MZN) = 14.97 RAIN INTENSiTY{INCH/HO�R} = 3.54 TOTAL ARF�:{ACRESf = 26.99 TOTAL RUNOFF(CF$) = 47.6$ f�+*++*t***t****++t***�**tt*tt*trrr*wtwww�ww*******�**x�**���******tt++*+*x* FLOW PROCESS FROM NODE 5090.00 TO NODE 5�9D.0� IS CODE = 1 »» >DES3GNATE INDEPENDENT STREAM �OR CONFLUENCE« « < »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< ---------- TOTAL NUMBER OF STREP.MS = 2 CONFLUENCE VALUES USED FOR INDEPFI�TDENT ST'RF�M 2 ARE: TIME OF CONCEN'I'RATION(MIN.} = 14_97 RAINFALL INTENSITY(INCH/HR} = 3.64 TOTAL STREAS7 AREAIACRES} = 26.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 47.b8 * * CONFLUEI3CE DATA * * STREAM RUNOFF Tc INTENSITY AREA NLTMBEFt (CFS} (MIN.) (INCH/HOUR} (ACREj 1 113.6b 22.88 2.767 6b.62 2 47.68 14.97 3.637 26.99 RA�NFALL IiJ'I'ENSI'i'Y AND TIME 0�' CONCEN'I'RA'PI4N RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. *" PEAK FLOW RA'FE TASLE ** STREAM RUNOFF Tc IN'I'ENSITY NUMBER (CF5) (MIN.) (INCH/HQUR) 1 334.14 14.97 3.637 2 �49.93 22.88 2.767 COI�PUTED CONFLUENCE ESTIMATES ARE A5 FOE�LOWS: PF,AK FLOW RATE(CF5} - 149.93 Tc(MIN.) _ TpTP,i, AREA { AC RE S) = 9 3. 61 LONGEST FLOWPATH FROM NODE 5079.00 TO NODE 22.88 5090.00 = 30224.85 FEET. *tt i1"k*14�*1� #!r*'lrif*** Yr ********** ** *�k fr**iA'tkik ik **Yrtk yr yr �Irt�A***t*t* tti* t*� it*�Y Y�Y f ik � Y� Y�YY4 �'LOW PROCESS FROM NpDE 5�90.00 TO NODE 5095.00 IS CODE = 31 ----------------------__--_--_------------------------------------------------- »»>COMPUTE PIPE-Fi�OW TRAVEL TZME THRU SUBAREA« «< »»>USING CO%SPUTER-ESTIMATED PIPESIZE (iQON-PRESSURE FLOW� ««� ----------------------------------------------------------------------------- ----------------------------__--_---------------------------------------------- ELEVATION DATA: UP5'i'R�AM{FEETj = 187.36 D04aNSTREAM[FEET) = 177.95 FLOW LFNGTHfFEET) = 221.53 MANNING'S N= 0.013 DEPTH OF FLOW iN 39.Q INCH PIPE IS 30.5 INCHES PiPE-FLOW VELOCITY(FEET/S�C.J = 2I.52 ESTTMATED PTPB DTAMETER(INCHf = 39.40 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) _ �49.93 PIPE TRAVEL TTME(N3IN.) = O.J.7 Tc(MIN.) = 23.05 LO�GEST PLpwPaTx FROM NODE 5079.00 TO NOD� 5495.00 = 30446.48 FEET. *+*****+*tW����*w��*****�***,.*****�***********t*+t�*+*�**�t*�,������+��*�**** FLOW PROCESS FROM idOiJE 5095.00 TO NODE 5095.00 �S CODE = 1 � -----------------�--------------__-_----______------------------------------ » »>DESIGNATE INDEPENDENT STREAM FOR CONk'LUENCE« « ¢ ------------------------------------------------------���------------------- TOTAL NLFMBER OF STR&�iS = 3 �� �^y CONFLUEI3CE VALUES [3SED FOR I�TDEPENDEI3T STREAM 1 ARE: TIME OF CONCENTRATION{MIN.j = 23.d5 RAINFALL INTENSITY f INCI-i/fiR) = 2. 75 TOTAL STREP.M AREAfACRES) = 93.61 PEP.K PLOW RATE iCF'S i A'r` COI3FLi7ENCE = 149 . 93 *++*+*+.w*�**+**a**�wi�xx*rw*+t*fittt+t*tttt+t+**r+f*f****+ww+*ti.***+*+w*xxx�w* FLOW PROCESS FROM NODE 5091.00 'i`0 �iODE 5091.Q0 IS CODE = 22 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< iJSER-SPECIFI�D RUNOFF COEFFIC�ENT = .95d0 S.C.S. CURVE NUMSER (AMC II} - 92 USER SPECIFIED TcfMIN.) = 5.000 100 YEAR RAIi�TFALL �NT�ISITY{FNCH/H�ETR} = 6.559 SUBAREA RUNOFFICFS} = 3.18 TO'€'AL AREA(ACRES} = p.5� TOTAL RUNOFF(CFS) = 3.18 *�ktkk �k *'kYrlrtk *Yr Yr ***Y� Yr** * f YrYr Yr lrtktkth tk�k!***t**tt f i+ti itt�t*�t++ii*#yrY�Fiiry�4f y�ktk*** ** *** FLdW PRbCES5 FROM NODE 5093.OD TO NODE 5095.00 IS CODE = 31 ------------------------------------------------------------------------.._.._ »>»C�MPUTE PIPE-FLOW TRAVEL TIME THRU SUBARFJ�« «< »»>IFSING COMPU'i'ER-ESTIi�4ATED PIPESIZE (NON-PRESSidRE FLOW) ««< --------------------------------------�------------------------------------- ELEVATION AATA: UPSTRF.P,M(FEETj = 180.56 DOWNSTRE.n.MfFEET} = 179.95 FLOW L�NGTH(F�ET) = 40.76 MANNING'S N= 0.013 � ESTIMATEA PIP� A�AMETER(INCH) INCREASED TO 18.000 DEPTH OF FL(}W IN 18.0 Ii�iCH PIPE IS 5.4 INCHES PFPE-FL�f}W VELOCY�'Y ( FEET/SEC . 1 = 5. 58 ESTIMA'i'ED PIPE DIAM.ETERIINCH) = 1B.04 NUMBER OF PIPES = 1 PIPE-FIAW(CFS) = 3.18 PIPE TRAVEL TIME{MIN.a = Q.12 �`c(MIN.} - 6.12 LONGEST FLOWPATH FROM NODE 5�91.00 TO NODE 5095.00 = 4D.76 FEET. �..*.*�**+***���*..**�**..«.**�..**��*.*�***+�++�**+++***+t*t++t:*+*�*.++�r+��+ FLOW PROCESS FROM NODE 5d95.DQ TO NODE 5Q95.00 IS CODE = 1 ______--------------�--------------------------------------------------------- } » »DESTGNATE TNDEP�NDENT STREAM FOR CONFLUENCE« « < -----------------------------------------------------...._____�__�___..__--_---� ------------------------�_.._..__--------------------------------------------- TOTAL NUMBER OF S`I'FtEAMS = 3 CONFLUENCE VAi�UES USED FOR TNDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION{MIN.j = 6.12 RAINFALL ENTENSITYfINCH/HR) = 6.48 TO'i`AL STREAh7 AREA ( ACRES )= 0. 51 PEA3{ FLOW R.ATE ( CFS } AT COi�1FLUENC� = 3. 16 +�«+**+**«*+*+++�**++**>*..�+:+�+�+f��ti*+��+�+���t���+�***++*+t*+*+�**++�++* FLOW PROCESS FROM NODE 5094.00 `i'O NODE 5045.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATTON AT NOBE« «< ---------------------------------------------------------------------------- --------------------------------_---_____-___-------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCIMIN] = 15.08 IZAIN INTENSI'€i'(INCH/HOUR} - 3.q7 TOTAL AREAfACRES) = 2•58 TOTAII RUNOFF(CFS) = 5.02 �+��t***�����+�*�++��+.****+***.+*******�*�*���**�*�**�*...*+*++*«++*.+t****t* • FLOW PROCESS FROM NODE 5094.�0 TO NODE �495.OD IS CODE = 31 � ------------------------------------------------------------------ »»>COMPUTE PIPE-FLOW �RAVEL TIME THRU SUBAREA« c« » » >USFNG COMPUTER-EST�MATEp PTPESIZE (NON-PRE55URE FLOW) « «< ELEVATZON DATA: UPSTREAM(FEET) = 180.56 DOWNSTREAM{FEET) = 180.00 FLOW LENGTH(FEET) = 10.00 MANNING'S N= O.al3 ESTIMATED PIPE DEAMETER{INCH) INCREASE� TO 18.D04 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES PIPE-FI,4W VELOCITY(FEET/SEC.) = 10.39 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NCibfBER OF PIPES = 1 PIPE-FLOW(CFS1 = 5.02 PIPE TRAVEL TIMELMIN.} = O.p2 Tc{MIN.} = 16.10 LONGEST FLOWPATH FROM NODE 50$5.40 TO NODE 5095.00 � 10.00 FEET. **+*.*******�«**+*****�+*++���**+*t*f�*�**�*+*�w��*++*w*+*+*****.«****��**++ FLOW PRDCESS FROM NODE 5095.00 TO NODE 5095.OD IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CO�TF'LUENCE««� »»>AND COMPU'f`E VARIOUS CQNFLUENCED STREAM VALUES«a« --------------------------__--__--___----------------------------------------- TdTAL NUMBER OF STREAMS = 3 CdNFLUENCE VALUES USED FOR IIdDEPENDEN'f STREAM 3 ARE: TIME OF CONCENTRATION[MIN.) = 16.1D RAINFALL INTENSITX(INCH/HRj = 3.47 TOTAL, STREAM AREA(ACRES) = 2.58 P�AK FLOW RATE(CFS1 AT CONFLUENCE = 5.02 * * COI�iFLUENCE bATA * * STRE.n.M RUNpPF TC INTEi35ITY AREA NUMBER (CFSj (MIN.) (INCH/HOUR) {ACRE} • 1 149.93 23.45 2.753 93.61 2 3.18 6.22 6.476 0.51 3 5.02 16.iQ 3.471 2.58 RAINFAL,L xNTENSITX AND TIME OF CONCEN'I'R.ATION RATIO COi1FLUENCE FORMZiL,A USED FOR 3 STREAMS . ** PEAK FLOW RATE 'FABLE ** STREAM RUi30FF TC INTENS�'iY NUMBEFt (CFS) (MIN. } (ID3Cfi/HOUR} � 69.61 6.12 6.475 2 125.fi6 16.1,p 3.47� 3 155.2fi 23.05 2.753 COMPUTED CONFLLTENCE ESTiMATF�S ARE AS FOLLOWS: PEAK FLOW R.ATE{CF5) = 155.26 Tc(MIN.1 = 23.05 TOTAL AREAfACAES) = 9b.70 LONGEST FLOWPATH FROM NODE 5D79.a0 TO NODE 5495.04 = 30445.48 FEET. +*+*++***+.*�+*t**wttt+reriwrr*++��rr�+++++fax++t*t+*+t*,t***+x+*x*k,r,r*r*+**r�* �'LOW PROCESS F'ROM NODE 5095.fld 'T'O NODE 1080.00 IS COP� = 3J. -----------------------------------------------_-__----_----------------------- »»>COMPUTE PIPE-FLOW TRAVEL `iTME THRiJ SLTBAREA««< »»>USING COMPUTER-ESTIMATEb PIPESZZE (DION-PRESSL7RE FLOW) ««� ---------------------------------------------------------------__--__--------- ---------------------------------_-_----------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 177.62 DOWNSTREAM(FEET} = 179.74 FLOW LENGTHfFEET) = 50.p4 M.�VNING'S N= 0.013 DEPi`I-I QF FLOW �N 39.Q INCH PIPE IS 27.6 INCHES PiPE-Fi,OW VELOC�`€`Y(FEET/SEC. ) = 24.72 ES`i`IMATED PIPE DIAMETER(INCH) = 39.40 Ni7�7BER OF PIPES = 1 • PIPE-FLOW(CF5} - 1$5.26 PiPE TRAVEL TIME(MIN.) = 4.Q3 Tc(MIN.) = 23.08 I� LONGEST FLOWPATH �ROM NODE 5079.00 TO NODE 1080.00 = 30496.46 FEET. ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 96.70 'I'C(N5IN.) = 23.08 PEAK FLOW RATE{CFS) = I55.26 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF R.ATIONI4I, ME'PHOD ANALYSiS �� • L� � C� � ♦ t * t t * * * * * * * * * # # # W f i 4 4 � t * # t * * * i * t � � i t # * * * * * * * * * k * * * f * f i } # # f i i + 4 Y � � � Y # Y Y * * * Y t F2ATIONAL METHOD HYI]ROLOGY CO�4PUTER PROGR.AM PACKAGE ReferenCe: SAFI DIEGO COUNTY FLOOD COIdTROL DISTRiCT 1985,1981 HYDROLOGY MANUAL (c? Copyright 1982-2041 Advanced Engineering Software (aes) Ver. 1.5A Release Date: O1/O1/20a1 License iD 1509 Ana�ysis prepared by: ProjectDesign Consultants 701 B Stree�, Sui.te 80Q San Diego, CA 9210z (619) 235-547]. ttrt*+*,wxw***�rr+*++++t+*t* DESCREPTIO[�i OF S'PUDY *��*r*r***r**:**+*t*+.+rr*x * BRESSI RANCH - MASS GRADING ULTiMATE CONDITIONS * * SYSTEi� 5422 - 'C' STREET * * 100-YEAR STORM EVEA3'I' * **w**e**�*i.w,r*if**t+++a**+***w*wx�**w***ti.�*r+��t�*tt+**+*++****w�«x*+*x*+� FILE NAME: 5022.DAT TIME/DATE OF STUDY: 12:03 Q9/03/2QQ2 USER SPECIFI£D HYDftOE,OGY P.ND HXDRAULTC 3+30DEi, Ii3FOR�4A'i`ION: 1985 SAi�i DIEGO MANiJP.i� CRITER�A USER SPECIFIED STORM EVEI3'I'(YEAR) = lOQ.00 . 6-HOUR DURATIOI3 PRECIPITATION {zNCHESI = 2.$00 SPECIFIED MYNIMi7[�4 PIPE SIZE{INCH) = i8.00 SPECIFIED PERCF�I3'P OF GRADIENTS(DECIMATs) TQ USE FOR FRICTION SLOPE = 0.85 SAN DiEGO HYDROLOGY MANUAL "C"-VALUES USEI7 FOR RATIONAL METHOA NOTE: ONLY PEAK CONFLUENCE VALUES CONS�DEFtED *USER-DEFI�iED STREET-SECTIONS FQR COUPLED PIPEFLOW AA3D STREETFLOW MO17EL` HAT•F- CROWN TO STREET-CROSSFALL: CLTRB GU'£TER-GEOMETRIES: MANNING WI3�TH CROSSFALL FN- 1 OUT-/PARK- HEIGHT WIDTH LIP HIKE F"ACTOR N0. (F'F) {gT) SIDE / SIi�E/ WAY (FT} (FT) (F'i'? (FT} {nj J� ~3D 0 2d D 0 O18/0 018/0 020 D.6� 2.00 0.0312 0.167 0.0150 2 20.0 i5.0 D.020/0.020/ --- 0.50 1.50 D.03J.2 0.125 D.0�75 GLOSAL STREET F`LOW-DEPTH CONS'T'RAINTS: 1. Relative Flow-Depth = 0.5fl FEET as (i�3aximum A].lowable StrEet Flow Depthj -(Tap-of-Curb1 2. (Depth�"'fVelpcity} �onstraint = 6.4 (FT*FT/S) 'SIZE PIPE WITH A FLOW CAPACITY GREATER THP.N OR EQUAL TO THE UPSTREAM '1'RIBUTARY PIPE.* ! * * * * * * k Yr * * * f } # * * * # * � i t t i i i f �k�Y f f k R k t t * * t t � * * * * k�h * * * + + i * f 't Y Y Y�f t * f t t * iri� * * * * iFiF * FLOW PROCESS FFiOM NOD� 5022.00 TO NODE 5D22.10 IS CODE = 21 »>�>RATI013AL METHOD INZ'i'IAF� SUBAREA APiALYSIS««� CTSER-SPECIFIED RUNOFF COEFFICIEiQ'I' _ .5504 S.C.S. CURVE NLJMBER (AMC I1) = 88 INT`T'IAL SUSAREA FLOW-LENGTH = 1d4.00 UPSTREAM ELEVA'i'ION = 404.00 1'?OWNSTREAM ELEVATION = 403.00 � ELEVATION DIFFEAENCE = 1.00 � ' i C J URBAN SUBAREA OVERLAND TIME OF FLOW{MINLT�'ES) = 9.900 100 YEAR RAINFALL INTENSITYIINCH/HOUR) = 4.748 SUBAREA Ri]I'�OFF ( CFS }= 0. 2 6 TOTAL AREA(ACRESj = 0.10 TOTAL RUNQFF{CFS) = 0.26 +**i.�ti.*�rr*++t+*t*t*t*t*+.*,r***x**+.,r*x*x*x+*++***�*�*�r*i.+*�it+rt�*�t++t�++** FLOW PROCESS FROM l�iOdE 5022.�0 TO NODE 5022.20 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE S'FREET FLQW TRAVEL TIME THRU SUBAREA« «< » » >(STRSET TASLE SECTTON # 2 USEDJ « « < "UPSTRE.�M £LEVATYON(FEET? = 403.00 DOWNSTREAPS ELE�IAT�dN{FEET} = 394.00 Si'R�ET LENGTH(FEET) = 50D.00 CURB HEIGHT(INCiiES? = 6.0 STREE"I' HALFWIDTH{FEET� = 20.00 DISTA�]CE FFtOM CRQWN TO CROSSFALL GRADEBREAK(FEETf = 15.00 INSZDB STREET CROSSFALL(DECIMAI�� = 0.02D OU'I'STI]E S'i'REET CROSSFALL (DECIMAL) = 4. D20 SPECTFIED NUMBER OF HALFSTREETS CARRYING Rl3NOFF = 1 Manning's FRICTION FACTOR for SCreet£low Section(curb-to-curb} = 0.0175 **TRAVEL �`IME COMPUTED USING ESTZMATED F'LOW{CF5) STR�ETFLOW MODEL RE5ULT5 USING ESTIi,SATET] �'LOW: S'i'REET FLOW DEPTH { FEET j= Q. 3 0 HALFSTREE'T FLOOD WIDTH(FEET) � 8.47 AVERAGE FLOW VELOCITY(FEE'i`lSEC.} = 2.38 PRQDUCT OF DEPTH&VEi,OCITY{F'£*FT/SEC.i = 0.70 STREET FLOW TRAVEL TIME(N4IN.} = 3.50 Tc{MIN.) 100 YEAR RAINFALL INT�.T75ITX{�NCH/H4UR) = 3.906 USER-SPECIFIEB Ri3PI0FF COEFFiCFENT = .550Q S. C. 5. CURVE NU2+iBER ( AMC I I} - $ 8 = 13.40 1.99 SUBPREA AREA{ACRESi = 1.b4 SUBAREA RUNQFFfCFS) = 3.44 TpTAI, AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) = 3.70 END OF SUB�REA STREET FiOW HYDRATJLICS: DE1"I'H { FEET i= 0. 3 5 HAI�FSTREE`i' FLOOD WID'I'H ( FEET? = 11 . 0 B FLOW VELOCITY{�'EET/SEC.) = 2.75 DEPTH�VELOCITY(F3'*FT/SEC.) = D.96 L013GES'I' FLOWPATH FROM NODE �422.00 TO NODE 5022.20 = 600.00 FEET. +�r..t�irftt+++*t***.+*«�*r*,r**wk..**+r+**++++*���.:+*x�+*+*++.+�.**�***..,r*+ �'LOW PROCE55 FftOM DiODE 5022.24 TO N4DE 5023.00 IS CODE = 41 ------------------------------------------------------------------------------ »»>COMPUTE PIPE-FLOW TR,AVEL TIME THRU S[TBAREA«�« »»>USING USEA-SPECIF�ED PIPESZZE (EXISTING ELEMEI�FI'}««< ------------------�._________r _ ELEVATION DATA: UPSTREAM(F'EET} = 38�.67 DOWidSTREP.M(FEETj = 381.29 FLOW LENGTH ( FEET j= 3 2. 4 9 MP.DTNING' S[d = 0. 0 J.3 DEPTH OF FLOW IN 18.0 TNCH PIPE IS 7.4 INCHES PIPE-FI,OW VELOCITY(FEE'I'/SEC. f = 5.4Z GIVEN PIPE DIAMETEF2(INCI-I) = 18.00 NLTMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.70 PIPE TRAVEL T�ME(MIN.) = 0.10 Tc{MIN.} = 13.50 LOPIGEST FLOWPATH FRaM NODE 5022.Ofl i'O NODE 5023.00 = 632.49 FEET. �Y*Y k ie # i*****i k *'Jr**iF*Y� *� Yr 1r **Y� **i� # * *Yr*}} # * }}i i i�*Y*tk ****� **�**Yrtk **i� * * * **f * ***'k FLOW PROCESS FROPS FiODE 5023.04 TO NQD� 5023.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNA'�`E INDEPENDENT STREAM FOR CONF'LUENCE««a TOTAL NEJNISER OF STRF�MS = 2 � CONFLUEIdCE VALUES USED FOR I�iDEPENC}ENT STREAM 1 AAE : TIME OF CObICENTRATION(MIN.) = 13.50 RAINFALL iNTFNS2TY[INCH/HR) = 3.89 TOTAL STREAM AftEA[ACRESi = 1.70 PEAK FLOW RATE(CFSI AT CONF�,UEI3CE = 3.70 � • +****+***��+f*+**t**+***,r+*Wkf**t+*++�*+**r�*�***v�+�+�*t**+t*«***„********,rv� FLOW PROCESS FRdM NODE �D22.30 TO NODE 5D22.40 IS CODE = 21 -------------------------------------_----------------_-__--____--------------- >� »>RATIONA�, METHOD INITIAL SUBAREA ANALYSIS« « < ^ USER-SPECIFIEDYRUNQFF CdEFFICIENT = .5500 S.C.S. CURVE NUlSBER (AMC IIi = 88 INITIAL SUSAREA FLOW-LENGTH = 104.00 UPSTREAM ELEVATION = 409.00 DOWNSTRE.n.M ELEVATION = 408.00 ELEVATI013 DIFFEft�}CE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOWfMINU'L'ES1 = 9.944 100 YEAR RAINFALi. TN'i'EI353'iY { INCH/HO[TR) = 4. 748 SUBAftEA RUNOFF(CFS) _ . 0.26 TOTAL AREA{ACRES) = 0.10 TOTAL RUNOFF(CFSJ = 0.26 ****'ki*Y3*itlrf *Yr ****'k*# i i i# #tt*tYrYrYr f�** *#* #*Y'rt Y # #t#*yrYrYrYr* *** **#1tYi * f t t*i iiA'*� * FLOW PROCESS FROM NODE 5022.40 'i'O NODE 5022.5fl IS CObE = 62 -----------------------------------------�--------------__-__--------------- »»>COMPUTE STREET FLOW TRAVEL TZME 'I`HRU S[iBAREA««< »»> (STREE'I' TABLE SECTION # 2 USED} <¢«¢ r�====____==- --------------------------_-------------- [JPSTREAM ELEVATIpNIFEETf = 4Q8.00 DOWNSTREAiyi EE,EVATION(FEET) = 394.00 S'i'REET LENGTH ( FEET )= 50Q . 04 Ci3RB HEIGHT ( 2[dCHE5 i= 6. 0 S'I'REET HAI,FWIDTH{FEE'P) = 20.00 ]7TSTANCE FROM CRpWN TQ CROSSFALL GRADEBREAK{FEET) = 15.00 I�15IDE STREET CROSSFALLiDECIMAI,} = 0.020 pi3TSIDE STREET CRpSSFALL(DECIMAI�) = 0.024 SPEGIFIED NUMBER OF HALFSTREETS CARRYTNG RiJNOFF = 1 Manning's FRICTIOH FACTOR for Streetflow Section(curb-to-curb) = 0.0175 = 2.38 = 12.75 SUBAAEA AREAIACRESI = ]..9fl SUBAREA RUNOFF(CFS) _ TOTP.L AREA{ACRES) = 2•00 PEAK FLOW RATEfCFS) _ **TRAVEL TZME COMPUTED USING ESTIMA'FED FLOW(CFSj STREETFLOW MODEL RESL3LT5 USING ESTIMATED FLOW: STREET FLOW DEPTH(FEE'Pj = 0.29 HAT,FSTRE�T FLOOD WFDTH(FEET) = 8.33 AVERAGE FLOW VELOC�TY(FEET/SEC.1 = 2.93 PRODLTCT 4F DEPTH&VELOCITY(FT*FT/SEC.i = 0.85 S'I'REET FLOW TRAVEL TIME (P4IN. }� 2. 85 `i`C {MIN. ? i46 YEAR RAIidF'ALL IN'£ENSITY{INCH/HOURj = 4.034 USER-SPECIFIED RUNOFF CO�FFICIENT = .550� S. C. S. CURVE ld[JMBER ( AMC I I j = 8 S 4.22 4.48 END OF SUBAREA STREET FLOW HYDRAUL�CS: DEPTH{FEE'T} = D.35 HALFSTREET FLOOD WIDTH(FEETi = 11.00 FLOW VELOCTTY(FEE'F/SEC.) = 3.37 DEPTH*VELOCITY{FT*FT/SEC.i = 1.17 LOidGES'F FLOWPATH FROM PIODE 5�22.3D TO AiODE 5022.50 = 600. d0 FEET. +�+ti***.«**.**+*++..,�.:�********..+***t«.**>+....**t+�*��+****+...**.*,r.�*+� FLOW PROCESS FROT4 NODE 5622.5Q TO [dODE 5023.00 IS CODE = 41 --------------------------------------------------------------------------__-- »»>COMPUTE PTPE-FLOW TRAVEL TII�SE THRiJ SUBAREA««< � --» »>USING-USER�SPECiFIED-PIPESIZE-(EXISTING�ELEMEiQ'I'} « <¢<-'^------------- ELEVA�FON^DATA: UPSTREAML�EET) = 384.45 DOWNSTREA�3(FEE�j = 381.29 FLOW LFNGTH(FEET} � 4�.87 MANN�NG'S N= 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.} = 10.83 GxVEN PIPE AIAMETER(INCH} - 1$.00 NCR+fBER OF PIPES = 1 • PIPE-FLOW(CFS) = 4.4B PIPE TRAVEL TIME(MIN.) = 0.07 Tc�MIN.j = 12.82 LONGEST FLOWPATH FROM NODE 5022.30 TO NODE 5023.00 = 645.87 FEET. * i * * * # * * * * * * * Y # # t � k * * * * * � � * * * * * * * * * * * * * * * # # ! f t # * � * * * * * # # # * i y # ! * t * * * * * * * * * � f # FLOW PRbCESS FROM NOA� 5023.00 TO NODE 5D23.4D IS CODE = 1 »»>DESIGNATE INDEPSNDEhIT STREP.M EOR CONFLUENCE««< »»>AND COMPUTE VARI4US CONFLUENCED STREAM VALUES« «< --------------- � TOTAL NUMBER OF STRE.�MS = 2 CpNFLUENCE VALUES USED FOR INDEPEiVDENT S'PREAM 2 ARE: TIME OF COf�ICENTRATION([�4TN. j= 12.82 RAINFALL IidTENSITY{ZNCH/HR} - 4.02 'i`OTAL STREAM AREAIACRESi = 2.00 PEAK FLOW RATE(CFS} AT CO�iFLUENCE = 4.48 * * CQNFL[7ENCE DATA * * STREAM itiiNOFF 'i`c INTENSITY AR�A NiJtdSER (CFS) (MIN.) (INCH/HOUR} (ACRE} 1 3.70 13.50 3.887 1.70 2 4.48 12.82 4.020 2.00 � RAENFALL II3TENSITY AND TIME OF CONCEEVTRATION RATIO CONFLUENC� FORMUE,A USED FOR 2 S'i'REAMS. ** PEAK FLOW RATE TABLE "� STREAM RiiI�iOFF Tc I[�FI'E:NSTTY NUMSER {CFS} (MTN.) (II3CH/HOUR} 1 8.05 12.82 4.02� 2 8.03 13.50 3.887 CQMPUTED COi�iFLUEI3CE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE{CES} = 8.05 Tc(3+3I?�I.) = 12.82 TOTAL AREA(ACRES) = 3.70 LONGEST FLOWPATH FROM NODE 5022.3Q TO NODE 5023.04 = 645.87 FEET. ***'k*** *1FYf {'# i**Yr'k* ***1M 1F *'t* t***'k'k* * **1'ti' * 1't* *Yr�F!*#*Yttt**� f� ** * * #+�Y! tt t*'kY� * *;M# FLOW PROCESS FROM NODE 5023.00 TO NODE 5028.30 IS CODE = 41 »»>COMPUTE PTPE-FLOW TRAVEL TIMS THRU SUBAREA« �« »�»USING USER-SPECIFIED PIPESIZE (EXISTID}G ELEMENTI «« < ____________________________________________--_--------- EI,EVATION DATA: UPSTREAM(FEET} �,380.79 DOWNSTREAM(FEET} = 364.72 FLOW LENGTH(FEE'I'j = 531.00 MANNING'S N= D.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.7 INCHES PIPE-F'LOW VELbCITY(FEET/5EC.1 = 9.28 GIVEN PIPE DIAME'FER(IF1CH? = 24.00 NUi�IBER OF PIPES = 1 PIPE-FLOW{CFS1 = 8.05 PIPE TRAVEL TIME(MIN.) = 0.95 TC(MIN.y = 13.77 L03�iGEST FLOWPATH FROM I30DE 5022.30 TO NODE 5028.30 = k176.87 FEET. �***+*****w******+***+***�+.�****.**��w+��**+******.��****�,.***+++***«***t** • FLOW PROCES S FR044 NDI)E 5 02 B. 3�'E'0 NODE 5 02 S. 3 D I S CODE = 1 � ------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STR��M FOR CONFLUENCE« �« --------------------�------------------------------------------------------- ------------------------------------- --------------------------------______ TOTAL NL7MBER OF STREAMS = 2 CONFLUF,DTCE VALUES USED FOR INDEPENAFNT STREAM 1 ARE: TIME OF CONCEEVTRATION(MIN.) = 33.77 RAINFAL�, iNTF�VSITY ( INCH/HR) = 3. 84 TOTAI, STREAM AREA(ACRES) = 3.70 PEAK FLOW 42ATE{CFS} AT CONFLUENCE = 8.45 +**x**+**+*�**rt**+r*r�r*x�.ww*rw,r�+***,r**�**+�**�+++**��**,r*���****�***�+*+* FLOW PROCESS PftOM NOI7E 5028. Qp T4 NODE 5028 .].Q z5 CODE = 21 ----------------------..___--_------------------------------------------------ »»>RATIONAL METHOA INITIAL SUBAREA Ai�iALYSIS««< i75ER-SPECFFIED RUTiOFF COEFPICIFN'i' _ .5500 5.C.5. CURVE NUMBER {P.MC I11 = 88 INITIAL SUBAREA FLOW-LENGTH = �Q0.00 UPSTREAM ELEVATIOrF = 393.00 DOWNS'iREA,M ELEVA'r20[� T 392.40 EL�VATION DIFPERENCE = 1.00 UR.SAN SiiBAR� OVERLAND 'i'irfE OF FLOW(MIPFUTES} = 9.904 100 XEAR RATNF'ALL IN`I`FNSI'I'Y(TNCH/HOUl2j = 4.748 SiTBAREA RUNOFF(CFS) = 0.2b TOTAI, A�EA(ACR�Si = 0.10 TOTAL RUNOFF{CFS) = 0.25 ***,r*****+***+r*aw,r*++*ria*�wf*aa��****+,r**rr.*rf�,�r+a�t*v��*+�r,�ttt+*#v.++�+*+* FLOW PROCESS FRO�°1 NOBE 502B.10 "!'0 NODE 5Q28.20 IS C�DE = 62 »»>COMPLPTE STREET FL(}W TRAVEL i'IME THRU SUSAREA�«« • -Y » »>(STREET-'T`ABLE-SECTION-#T-2'USED) «« <^______________^_______-________ UPSTREP.M �F,EVA'I'ION[FEET) = 392.00 DOWNSTI�EAM ELEVATION(FEET? = 376.Oa STREE'I' LENGTH(FE�T) = 500.DD CLTRB HEIGHT{INCHES} = 6.0 STR�ET HAI,FWTE'YY'H(FEETj = 20.DO DISTANCE FROM CROwN TO CROSSFALL GRADEBREAK{FEET'} = 15.OD iNS�AE STREET CROSSFAE�L(DECIMAI,) = 0.020 OU'I`SZDE STREE'T CRQSSFALL(DECIMAL) = D.02D SPECTFIED I3[TMBER QF HAI�FSTREE'1'S CARRYING RUNdFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb} = 0.4175 **TRAVEL TIME COMPUTED USING ESTI[�4ATED FLOWiCFSi = 2.26 STREETFLOW MODEL RESULTS US3NG SSTIMA'�ED FLOW: STREE� FLOW DEP'f`H(FEET) = 4.29 HAT,FSTREET ELOOD WIDTH ( FEE'F) = 7. 90 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.04 PRODUCT dF DEP`FH&VELOCI`i'Y{FT*ET/SEC.} = D.86 STREET FLOW TRAVEL TIME(MIN.) = 2.74 TC(NSIi�i.} = 12.64 100 YEAR FtAI�IF'ALL INTEIdSZ'PY ( INCH/HOUR1 = 4. 056 t75ER-SPEC3FIED RUNOFF COEFFICIENT = .550D S.C.S. CidRVE NUMBER (AMC IIj = BB SETBAREA AREA(ACRES} - 1_78 SUBAREA RUI30FF{CFS) = 3.97 TOTAL AREA(ACAESj = 1.88 PEAK FLOW RA'FE{CFS) = 4.23 �ldD QF SUBAREA STREET FLOW HYDRAULiCS: DEP'FK ( FEET j= D. 33 HALFSTREET PT.,OOD WIDTH ( FEE'I`) = 10 . 42 FLQW VELOCITY{FEET/SEC.) = 3.51 DEPTH VELOCI'i`Y{FT"FT15EC.) = 1.18 LQNGEST FLOWPATH FRQM NpD� 5028.Od TO NODE 5028.20 = bQQ.00 FEET. • • # i � # # * * # M � # t * # t * # # * Y Y W � # f � Y Y Y * * * * * * * * * * * * * * * * * * ! * * * * * * * k * f * ► * * # * * * * * t * # * N * f Y FLOW PROCESS FROM NpDE 5p2B.20 TO NODE 5028.30 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBP.REA« <¢< » »>USING USER-SPECIFIED PIPESIZE {EXIS�ING ELEMEN'Pi « «< -------------------------------------------------------------------�_------- -----------------------------------�----_�___-�___�___-_-------------------- ELEVATION DATA: UPSTREAM(FEET} = 367.OD DOWNSTREP.M(FEET) = 365.00 FLOW LENGTH(FEETj = 10.00 MP.AiNING'S N= Q.013 dEPTH OF FLOW iN 16.0 INCH PIPE IS 3.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.} = 15.57 GIVEN PIPE DIAMETER(INCH} - 19,00 NiJMBER OF PTPES = 1 PIPE-�LOW(CFSf = 4.23 PIPE TRAVEL TIME(MIN.} = 0.01 Tc(MTN.J = 12.65 LONGEST FLOWPATH FROM NODE 5028.00 TO NODE 5028.3Q = 6�0.00 FEET. +Yrww�r*++*+t*+++++++++**tf+*w�W+w�a+*+**�*++*******+*****�+�**�*******++*f+ FLOW PROCE55 FROM NODE 5028.30 TQ NODE 5028.30 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FpR CON�L�FNC�« « < »»>AND COd+IPi3'I'E VARIOUS CONFLUENCED STREAM VALUES««< ---------------------------------------------------------------------------- TOTAL NiiMBER OF STREAMS = 2 CONFLUEI3CE VALUES iISED F4R INDEPENBF�FT STREAt4 2 ARE: TIME OF CONCENTRATION{MIN.f = 12.65 RAINFALL INTENSITY(INCH/HR� = 4.05 TOTAL STREAi4 AREA(ACRES) = 1.8$ PEAK FLOW RATE{CFS) AT CONFLUEFVCE = 4.23 ** CO23FLUENCE DATA ** STREAM RUNOFF Tc INTEidISITY AREA • NUMBER (CF5} {MIN.} (INCH/HOURi (ACRE� 1 8.05 13.77 3.83$ 3.70 2 4.23 12.65 4.D54 1.88 RAINFALL Id3'I'ENSITY AND TIME OF CONCEN`FRATIpN RATIO CdNFLUENCE FORMULA USED FOR 2 STRE.�MS. ' * PEAK FLOW RA'FE 'FABLE i ; S`i`REAM RUNOFF Tc INTENSITY IdIJMBER {CFS) (MIi�I. J {INCH/HOUR} 1 �1.86 12.65 4.054 2 �2.a6 13.77 3.838 COiSPUTED CONFLUENCE ESTIMATES ARE A5 �'OLLOWS: P�c FLOW I�AT� (CFS1 = 12. D6 Tc (MIN. 1= i3 .77 '€'pTAi, AREA { ACRES )� 5. 5 6 Lp�rGEST FL4wPATH FROM NO�E 5022.30 TO NODE 5028.30 = 1176.87 FEE`t. i'*tt}i#}##yi**##�'t'�#*if*! �k *+**YciF iF-FfY� Y� �R *iFf iF* iYYrYr* k * * iF f f *-FiF**�k �k *Yr*fYr iF**iFYrYr * **iFYr * FLOW PROCESS FROM �IODE $028.30 TO NODE 5025.OQ IS CODE = 41 --------------------�------------------------------------------------------- »»>COMPU7'E PIPE-FL,OW TRAVEL TIME THRiT SUBA.RFA««� »»>USING USER-SPECIFIED PIPESIZE (FXIS'I'IT3G ELEMP:NTj««< --------------------------------------------------------------�--------------- _-____--_______--------------------------------------------------------------- ELEVATION AA'I'A: UPS`I'R�(FEET) = 365.40 DOWNSTREAM{FEETa = 359.55 FLOW LENGTHIFEET) = 131.40 MANNING'S 3d = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.7 I[QCHES PIPE-FLOW VELOCITY(FEET/SEC.1 = 11.65 GIVEN PIPE DIAMETER(INCH} = 24.00 NI7MBER OF PIPES = 1 PIPE-FLOWiCFSj = 12.05 � PIPE TRAVEL TIME(MIN.a = 0.19 Tc{MIN.} = 13.96 � --LQNGEST_FLOWPAT�-FROM-�ODE---5022�30-TO-NODE---5025�04-=--1307�Si-FEET�-{+ END OF STUDY SLTNII�fARY: TO'TAL AREA{ACRES) = 5.5& TC(MiN.J = 13.96 PEAK FLOW RA'�'E(C�'S1 = 12.46 END OF RATIONAL METHdD ANA%,YSIS • � � k * * * k * * * * * * � f * * * } i * * * * # * * * * # * * * * * * # * * * * * * t * t * * * * * * * * * * * * * * � * * * * * * * * * � t * * * � * # RATIONAL METHdD HYDROLOGY COMPUTER PROGRAi�i PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DI5TR3CT i985,1981 HYDROI,OGY MANUAL (c} Copyright �982-2001 Ad�anced Enginaering Sofkware (aesl Ver. 1.5A Release Date: O1/O1/20�1 License ID 1509 Analysis prepared by: ProjectDesign Consultants 7Q1 B Street, Suite $00 San Diego, CA 921Q1 (619} 235-6471 w**+�+****+�+r*++++***t*+t DESCRIPTIOi�F OF STUDY *YYiY#YY**l1fYYYYYf#il*�rii '� BRESSI RANCH TENTATIVE MAP - JN 2267.00 * * PLANNIG AREA $- SYSTEM 5025 w * FILE: 5025.DAT * 1�f f i Y * # t t t t * + t * * * * t *�k yr � * * � 1r * * * * * * * * * # t * � # * # * � # * * * * � * * * * * *'k i * i * * * * * # t ! t * * # # FILE NAME: C:\2267\5D25.DAT TItdE/DA�E OF STUDY: 10:55 Q7/10/2402 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDR.AULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 1985 5AN DIEGO MANZ3AL CRZ�`ERIA USER SPECIFIED ST01� EVEN'd'(YEARj = 100.40 � 6-HOUR DURA'I'IQN PRECZPITATZON (INCHES} = 2.800 SPECIFIED MINZMi7i+f PIPE SIZE ( zNCH} - �.8 . 00 SPECIFIED PERCENT OF GRApZENTS(AECIASP.L} TO USE FOR FRICTTON SLOPE = 4.90 SAi1 DIEGO HYDROI,OGY kIANZJAi, "C' -VALUES USED FOR RAT�QNAi� METHOD 230TE: ONLY PEAK CONFLUENCE VALIIES CONSIDERED *LISER-DEFINED STREET-SEC'FIONS FOR COUPLEA PIPEFLOW AND S'I'REE`FFLOW MODEL* HALF- CROWN TO STREET-CROSSFALI.�: CURB GUTTER-GEOMETRIES: t�iNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WTDTH E�IP HIK� FACTpR N0. SFT) {FTj SIDE / SIDE/ WAY (FT) (FT) (FT} (g�) {n� --- ----- --------- ----------------- ------ ----- ------ ----- ------- 1 20.0 15.0 0.02010.02D/0.020 0.50 1.50 0.0312 a_i25 0.0175 GLQBAL STREET FLOW-DEPTH CONSTRAINTS: l. Relative Flow-Degth = 0.00 FEET as (Maximum Allowable Street Flaw Depth) -{�op-of-Curb} 2. f�epth)*(VelocityJ Constraint = 6.0 (FT*FT/5) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIS[PI'ARY PIPE.* *+*****«*.«..**„******�*****.+**********��***�***.**********+*********,r**+++ FLOW PROCESS FROM NdDE 5025.04 TO NODE 5030.OD I5 CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METIiOD INITIAL SUBAREA ANALYSIS« «< ROAD(HI�RD SIJRFACE) COVER RUNOFF COEFFICIENT =.95d0 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II} - 92 INIT�AL SUBAREA F�OW-LEI3GTH = 356.00 UPSTREAM ELEVATION = 372.bd DOWNSTREAM ELEVATION = 358.50 � ELEVATION DIFFERENCE = 14.10 � URSAN SUBAREA OVERLADFD TIME pF FLOW(MTNUTESi = *CAU'I`TpN: SUBAFtEA SLOPE EXCEEDS COUN'FY NONIOGRAPH DEFINITTOi�i. EXTRAPOLATTpN OP NO2+FOGRAPH USED. TIME OF COI3CENTRA'FIOi3 ASSUMED AS 6-MiNU'i'ES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 S[iBAREA RUI30FF {�FS 1= 1. 62 TOTAF, AREAfACRESJ = 0.26 TOTAL RUNOFF(CFS) 3_220 = 1.62 +���*******�+************�+*�*****+�*����***�**�*�+**+*�***�*�*********��..* FLOW PROCESS FROM NODE 5030.00 TO NODE 5025.10 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE STREE'F FLOW TRAVEL TIME THRU SUBAREA« «� »»>[STR£ET TASLE SECTION # 1 USED}� « « UPSTREAM ELEVATION{FEET} = 358.50 DOWNSTREA3+] ELEVATION(FE£Tj = 352.40 STREET LENGTH(FEET) = 259.00 CiJRB HEIGHTIINCHES) = 6.Q STREE'F HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADESREP.K(FEET} = 15.06 INSIDE STREET CROSSFALLIDECIMAI,) = O.D20 OUTSIDE STREET CROSSFALL(DECIMAL) - O.Q2D SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PAftKWAY CROSSFALL(AECIi�SAI,j = 0.02p Manning's FRICTION FACTOR for Street£low Sectian(curb-to-curb) = 0.0175 Manning's ERICTION FACTOR for Back-of-Waik Flow Section = 0.0149 **TRAVEL TI�'fE COMPUT'Eb L7SING ESTZMATEI7 FLOW {CFS )_ STREE'FFLOW MOAEL RESiIi,'i'S USYNG ESTINiA'i'ED FLpW: STREET FLOW DEPTH(FEET) = 0.29 . �HALFSTiREET FLOOD WTDTH(FEETj = 8.43 AVERAGE FLOW VELOCTTY(FEET/SEC.j = 2.7Q PRODUCT OF DEPTH�VELOCTTY(FT*FT/SEC.1 = O.BO STREE'£ FLOW TRAVEL TIME ( MIN .) = 1. 6 0 T`C ( MI2d . i = 7. 6 0 100 YEAK RAIi�IF'ALL INTENSITY(TNCH/HOUR1 � 5.632 ROAD{Hp.RD Si7RFACE} COVER RUNOFF COEFFTCIEN'T =.9500 SOIL CLASSIFICATION IS "D' S.C.S. CURVE NUrIBER (AMC IT) = 92 SUBAfiEA AREA(ACFtES} = 0.23 Sfi3BAREA RUNOFF(CFSi = TOTAI, AREP. ( ACRES }� fl- 4 9 PEAK FLOW RATE i CFS j= � 2.24 1.23 2.B5 �i�ID OF SiJBAREA STREET FLOW HYDRAUE,ICS: DEPTH ( FEETi = 0. 31 HALFSTREE`F FLOOD WIiYPFi i�'EET} = 9. 37 FLOW VELOCITY(FEE'i`/SEC.} = 2.$6 DEPTH*VELOCITY(FT*FT/SEC.) = 0.90 LONGEST FLOWPA'i'H FROAf NODE 5Q25.00 TO NQDE 5025.10 = 5�5.00 FEET. tt**++*�*++++***+*«****..*+**,«+*«**++**,.+.**«*****+**x**�***+��.�**.****�**+*� FLOW PROCESS FROM NODE 5025.10 TO NODE 5025.20 IS CODE = 31 »»>COMPUTE PIPE-FLOW `i'FtAVEL TIME THRU SUBAR.EA««< » » >i35ING COMPUTER-ESTEMATED PIPESIZE {NON-PRESSURE FLOWj « « < ELEVATION DATA: UPSTREAM(FEET} - 352.4a DOWNSTREAMfFEET} � 352.10 FLOW LENGTH(FEET) = 8.30 t4ANNING'S N= 0.413 ESTIMATED PIPE DIAMETER(INCfi) INCREASED TO 18.000 DEPTH OF FI,OW IN 18.0 INCH PIPE IS 4.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.72 ES'I'IMATED PIPE DIAME'I`ER { INCH) = 18 . Ofl NLiMSER OF PIPES = 1 PIPE-FLOW{CF5) = 2.85 PIPE TRAVEi. TIME(MIN.) = 0.02 Tc{MIN.} - 7.62 LONGEST FLOWPATH FROM NODE 5025.d0 TO NODE 5025.20 = 623.30 FEET. � ***��+#*+*+�t+++w�w��+������***a�#+*�***+*x++*+���x**+***��++�+**�+*+*+++**+ F�OW PROCESS FROM NODE 5025.20 TO NODE 5025.20 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< ---------------------------------------------------------------------------- ----------------------------------------------------------------------------- TOTAL NUMB£R OF STRE.�MS = 2 COA7FLUENCE VALUES USED FOFt TNT7EP�NDE[dT STREAM 1 AiZE: TIME OF CONCENTRATIO�I(M�N.j = 7.62 RAINFALL INTEAiS�TY ( I�ICH/HR} = 5. 62 TOTAL STREAM AREASACRES) = 0.49 PEAK FLdW RATE(CFS) AT CONFLUENCE = 2.65 ♦*r�ritt+++*++++tt**+****w*t***trr*ttw**+*xtt***fras***t*tfr**tffr*r*+trt+*++ FiAW PROCESS FRdM NODE 5025.30 TO [dODE 5025.40 IS CODE = 21 ---------------------------------------------------------------------------- »»>RA'�'IONAL METHOD INITIAL SUBAREA ANALYSIS««< 5I[VGLE FAMILY DEVELOPMENT RUNOFF COEFFICIEN'I' _.5500 SOIL CLASSIFICATFON IS "D' S. C. S. CURVE I3LiMBER ( AMC I I� = 8 8 IAiIT2AL SUBAREA FLOW-L&NGTH = 100.00 UPSTREAM ELEVATI4N = 362.7Q DOWNSTREAM ELEVATION = 361.7Q EE,EVATYON DZFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF F�,OWIMINL1TESj = 9.900 100 YEAA RAII3FALL TN'TFNSTTY(TNCii/HOUR} - 4.748 5UBARF,A RUNOFF{CFSj = 0.54 TOTAL AREA(ACRES) = 0.19 TOTAL RUNOFF(CFS1 = 4.50 � �.*�***�***�+++**�*,r++**�*+***++�***�***�+*++***r*r+++r*w+.**+�+*+��v�*++#**� F�.OW PROCESS FRQM D?pDE 5025.40 Tp �10DE 5025.50 �S CODE = fi2 »»>COMPUTE STAE�T FLOW TRAVEL TIi+]E TI-IRU SU�AREA««< »»> ( STREET TABLE SEC7`ION # 1 USED j««< ---------------------------------------------------------------------------- iTPSTREAM ELEVA�`IpN(FEET') = 354.30 bOWNB`I'REAM ELEVATION{��g�) = 352.40 STREET LENGTH(FEET) = 225.00 CURB I-IETGHT(INCHES? _£.0 STREET HALFWiI]`F'H(FEET) = 20.00 DTSTANCE FROM CROWN TO CROSSFALL GRADEBREAKfFEET) = 15.40 INSIDE STREET CROSSFALL{DECIMAi,} = O.fl20 OU'FSIDE STREET CR055FAi�LIDECEMALj = 0.020 SPECIFIED NUMBER OF HP.LFSTREETS CARRYING RUNOFF = 1 S'PREET PARICWAY CROSSFALL(DECIMAL) - 4.020 Manning's FRICTION FACTOR for 5treetflow Section(cUrb-Co-curb) = O.D175 Manning's FR�CTION FACTOR for Back-of-Walk Flow Section = O.Oi49 **TRAVEL TiME COMPUTF.D USING ESTIMAi'ED PLOW(CFSj = 1.�7 STREE'FFLOW MODEL RESLFLTS USIAiG ES�'IMATED FLOW : STREE'I` FI.,OW DEPTH{gEET) = 0.28 HAI�FS�`REET FLOOD WIDTH{FEETj = 7.90 AVERAGE �'LOW VELOCITY{FEET/SEC.} = 1.57 PROBUCT OF DEPTH&VELOCITY(FT*F'F/SEC.) = D.45 STREET FLOW TRAVEL TIi�1E(MIN.) = 2.38 Tc{MIN.} = 12.2B 104 YEAR RAINFALL INPENSITY(INCH/HOUR} = 4.132 SINGLE F�'FILY DEVEE�OPMENT RLFNOFF COEFFICIENT =.5500 SOIL CLASSIFICATION IS "D" S. C. 5. CURVE �IiJMHER (AMC I I) = 88 � SUBAREA AREA(ACRES) = 0.59 SUBAREA RUNOFF{CFS} = �.34 L� r� �J CJ TOTAL AREA[ACRESj = 0.76 PEAK FLOW RATE(CF5) = 1.84 END OF SUSAi2EA STREET FLOW HYDRAULICS: UEPTH{FEET} = 0.32 HALFSTREET FLOOD WIIYPH(FEET) = 9.72 FLOW VELQCITY(FEET/SEC.) = 1.'�3 DEPTH*VELOCITY�FT*FT/SEC.� = 0.55 LONGES'i' FL+OWPA7'H FROM NODE 5025.30 'i`0 N4D� 5025.50 = 325.00 FEET. **�! **f #*t t*'kiA'* *YrtkYr�IrYr **�F � * *** * * Yr * * k k** f Y� tk * *ik ***Yr iFYr iF iF iF iFYrtkk 1�Yr1 ! t*�ktk** �Fk'kw' *YrYr**� FLOW PAOCESS FROM NODE 5025.50 TO [dODE 5025.20 IS CODE = 31 ---------------------------------------------------------------------------- » » >C�MPUTE PIPE-FLOW `I'RAVEL TIME THRU SUBAREA« «< » » >US�NG CQMPiJTER-EST�MATED PIPESIZE (NON-PRESSURE FLOW?« « < ---------------------------------------------------------------------------- ELEVATI6N DATA: LIPSTREAM{FEET) = 352.40 1]pWNS`I'REAM(FEE`i`) = 352.OD FLAW LENGTH{FEETi = 22.3a MANNING'S N= 0.013 ESTIi�3P.TEA PiPE DIAi�ETER(INCH) Ii�TCREAS�D TO 18.000 DEPTH OF FLOW II3 18.0 INCH PIPE IS 4.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.j = 5.30 ESTI[+SA7'ED PIPE DIANfETER{INCH) = 3�8.OD NUMBER OF PIPES = 1 PTPE--F'LpW(CFS) = 1.84 PIPE TRAVEL 'iI�7E (N]IN. }= 0. 47 Tc (MIi�I. J= 12 . 35 LONGEST FLOWPATH FRON3 NODE 5025.30 TO NODE 5025.20 = 347.34 FEET. Y�kiY yt}Y t#*#*#tt #** ** t#*�/r*******i*t *t* f* t*1[*t* ii ***** ik Yr f iFtk'k'ktktM i�4tk iFtk yr*tk'ktk**ttk* * FL4W PROCESS FROI+i NODE 5425.20 TO NODE 5025.20 IS CODE = 3 ---------------------------------------------------------------------------- »»>DESIGidAiE INDEPEi�iDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLi3ENCED STREAM VALUES« «< TOTAL P1UI�ER OF STREAMS = 2 CdNFL[FENCE VALUES USED FOR INDEPENi}EI3T STREAM 2 ARE: TIME OF COi�iCENTRATIOi�I (MIN. )= 12 . 35 RAINFALL IN'I'ENSITY ( Ii�7CH/HR) = 4. 12 TOTAL S'£F2FAM AREA ( ACRES }- 0. 7$ PEAK FLOW RA`I'E ( CFS j AT CONFLUEI3CE = 1. 84 ** CONFLUENCE DATA ** STREAM , RUNOFF TC If�i'I'ENSITY AREA PIUMBER {CFS) (MIN.) (IPiCH/HOURj (ACRE1 1 2.85 7.62 5.623 0.49 2 1.84 12.35 4.117 0.78 RAINFALL IN3'ENST'T'Y AND TIME OP CONCFSI'I'RATIpN RATIO CONFL[TENCE FORN3LILA USED FOR 2 STREAi+iS . ** PEAK FLOW RATE TABLE r* STREAM RUN�FF TC INTENSITY NUMBER (CFSi (MIN.) fINCH/HOUR} 1 4.20 7.62 5.623 2 3.92 12.35 9.117 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATEiCFS} - 4.20 TcfMIN.j = TO'i'A� AREA{ACRES} - 1.27 LONGEST FLOWPA'PH FROM NODE 5025.00 'PO NODE 7.62 5025.20 = 623.3a FEET. *** * * **}}*�'f i�Y�f � # # Y � i� * �1 �YiFJrik*�kY��fY+iF k*'kt �'�'*�'t'My'*tY� t* Yr** # # * * 1r * # *#t* t****t *tt** FLpW PRpCESS FROM NODE 5025.2{} TO [VQ17E 5025.60 I5 CODE = 31 ------------------------------------------------------------------------------ »»>COMPUT� PIPE-FLpW Z'RAVEL TIME THRU SUBAREA« «< » » >iiSING COMPUTER-ESTIMA7'ED P�PESIZE iNON-PRESSURE FLOW) « «< � ELEVATION DATA:'UPS�REAMSFEET} = 352.40 DOWNSTREAM{FEET)�=� 351 40 FL4W LENGTH{FEET} - 50.00 MANNING'S N= �.413 ESTIMATED PIPE DIAMETER(INCHj �NCREASED T4 18.00b DEPTH OF F�OW �N 18.D INCH PIPE IS 6.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.f = 6.96 ESTI[�AT£D PIPE DIAMETER(INCHj = 18.40 NLTP'3BER OF PIPES = 1 P�PE-FLOW{CFSj = 4.20 �SPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.] = 7.74 LONGEST FL4WPATH FROM NQDE 5025.00 TO NODE 5025.6Q = b73.30 FEET. ---------------------------------------------------------------------------- ------------��-------------------------------------------------------------- END OF STUAY S[7MMARY : TOTAL AREA(ACRES} = 1.27 TC{MTN.) = 7.74 PEAK FLOW RATE(CFS) = 4.2Q ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL I�4ETHOD ANALYSiS C � • � �tr*+r**tt+***�*+****tt**�*f*****��++*+f��*rr+�r�+�rr���;ft+**�***�*+��*�**+ RATIONA�, 2�ETHOD HYDROLOGY COMPU'i`ER PROGRAF� PACKAG� Reference: SA�I DIEGO COUNTY FLOOD CON'I'R4L DISTRICT 19 8 5, 19 B 1 HYDROLOGY MAN[JAI, (c) Copyright 1982-24a1 Advanced Engineering 5oftware iaes) Ver. 1.5A Release Date: O1/O1/2aQ1 License �D 1509 Analysis prepared by: ProjectDesign Consultants 701 B SCreet, Suite 800 San Diego, CA 92101 5619} 235-6471 *+*+t+*+*r*,r+r**>ww*,r�*ww+w I}ESCRIPT�ON OF STUDY **»*r*****,r*******t*+**+** * BRESSI RANCH - MASS GRADING ULTIMATE CONDI`iIOAIS * * PLANNING AREA 7- BRESSI RANCH * * 5Y5TEM b43-0 �jQ � "' *.*.*.«...**,..,.*.*******,.,.*+*�....*,.**x*«*.,..,*.�.,.,.***.**+,.,.****+,.....****��*. FILE NAME: 5028.BAT TIifE/DATE OF STITDY: 14:05 09/03/2002 USER SPECIFxED HYDROLOGY AND HYDRAUI,IC MODEL INFORMATION: ----------------------------------------_-_-------------------_---------__-__---- 19B5 SAN DTEGO MANUAL CRITEAIA iiSER SPECIFI�D STOR3+1 EVENT(YEAR1 = 100.04 � 6-HOUR DLTRATION PRECIPITATXON (I�ICHES) = 2.800 SPEC�EIFi} MZNIMilM PIPE SI�� ( INCH j= 16 . 0{1 SPECiFI�A PERCENT OF GRAAIEN'I'S(DECIMAL] TO USE FOR FRICTTON SLOPE = 0.90 SAN DIEGO HYI7ROLOGY MANi7AL "C"-VALUES USED FOR RA'i'�ONAL METIiOD AiOTE: ONLX PEA]C CONFLUENCE VAiUE5 CONSIDERED *iJSER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MpDEL* HALF- CROWN TO STREET-CROSSFALL: CUFtB G[]'ii'ER-GE4METRIES: MANNIrFG WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIbTH LTP HTKE FACTOR N0. {FT} (FT) SIDE / SIAE/ WAY (FT) {FT} (FT) (F'I') (nj --- ----- --------- ----------------- ------ ----- ------ ----- ------- 1 20.0 15.0 0.020/0.020/0.020 0.5D i.50 0.0312 0.125 0.0175 GLOSAL STREET FLOW-DEP3'H CaNSTRAINTS: 1. i2e�ative Flow-Depth = 0.50 FEET as (Maxzmum A1lowable 5treet Flow Depth) -{Top-of-Curb) 2. (Depth}*{Velocity) Constraint = 6.0 {FT*FT/5) *SiZE PIPE WiTH A FLdW CAPACITY GREATER TE3AN OR EQUAE� TO THE iJPS'I'REAM TRIBUTARY PIPE. * rtf*+xtt*t*t*t+**t+***++rrf***yx*�*t+xttrt*+**++**r+**+rr****r*+,r,r+�ar�,r�x**+ FLOW PROCESS FROM NODE 5028.40 'i0 D}ODE 5028.50 IS CODE = 21 ---------------------------------------------------------------------------- » »>RATIONAi, METHOD INITIAL SUBAREA ANALYSIS« « < ----------------------------------------------------------------------____--- ---------------------------------------------------------------------------- SII3GLE FAMIiY DEVELOPMENT RUI�OFF COEFFICIEAiT =.5500 SOTL C�ASSIFICATION IS "D" S. C. S. CURVE 23CTMBER ( A�7C T T} = 88 INITIAL SUBAREA FLQw-LFNGTH = 100.00 L7PSTAEAM ELEVATTON = 340.60 DOWNSTREAM ELEVATIpN = 389.fi0 � ELEVATION DIFFERENCE = 1.40 lJ � C � URBAi�i SUBAREA OiTERLAi�iD TIME OF FLOW(MTN[T'fE5? = 9.900 100 YEAR RAIAiFALL INTEA}SITY(ENCH/HOiiR} = 4.748 SLTBAREA RUNOFF(CFS) = 0.78 TO'FAL AREA(ACRES} = 0.30 TOTAL RiJNOFF(CFS} = 0.78 t*+t*rw�t**t*+ft+tt*�***+**i.+**�rt+tf*+e+*t****t+***ww�if*+*t**t*t+r***t***�*� FLOW PROCESS FROM NODE 5D28.54 TO NODE 5028.60 IS CQDE = 62 ^'>7 »>COMPUTE STREET,FLOW TRAVEL TIME THRU SUBAREAt «« >� » >{STREET TABLE SECTION # 1 USED? « «< ==-=----------------..___..__--------------- UPSTR�AM ELEVATION(FEE7'} = 3$9.00 DOWNSTREAM ELEVATIOI3{FEET) = 364.00 STREET LENG�H(FEET) = 800.Q0 CURB iiEIGHT{zNCHES) = 6.d STREET HAI�FWIDTH(FEETj � 20.00 DISTAAiCE FROM CROWN TO CROSSFALL GRADEBREAK(FEETj = 15.00 INSFDE S�`REET CROSSFAE,L(DECIMAI,} = Q.020 OUTSFDE STREET CROSSFAFJi,(DECIPSAL} = 0.02a SPECIk'TED NLiMBER OF HALFSTREETS CARRYING RUNOF�' = 1 STREET PARKWAY CROSSFALL{BECIMALf - 0.02D Manni.ng's FRICTION FACi`OR for StreetfZow Sectionfcurb-to-curbj = Q.0175 Manning's FRICTION FACTOR for Back-of-Wa].k Flow Section = 0.0149 **TRAVEL 3`IME COMPLTTED USING ESTIMATEA FLOW(CFSi = STREETF'LOW N40DEL RESULTS USING ESTIMATED FLOW: STFtEET FLOW DEP`I`H ( FEET �= 4. 3 4 HALFSTREET FLOOA WIDTH(FEET} = 8.90 AVERAGE FLOW VELOCITY(FEET/SEC.? = 3.19 PRODUCT OF DEP'I'H&VELpCITY�FT*FT/SEC.) = 0.97 STREET FIAW TftAVEL TIME{MIN.j = 4.18 Tc(MIN.} = 14.48 100 YEAR RAINF'ALL TNTFNSITY ( Ii�iCH/HOUR) = 3.784 SIi�}GLE FAMELY DEVELOPMENT RUNOFF COEFFiCIEIV"F =.5504 SOII, CLASSFFICATIOi3 YS "D" 5. C. S. C[FRVE i�IUMBER f AMC i I 1 = 8 B SUBAREA ARF.A(ACFtES) = 2.02 SUBAREA RiJNOFF(CFSi = TOTAL AREA{ACRES) = 2.32 PEAK FT,OW RATE(CFSj = z.ga 4.20 4.99 END OF SUBAREA 5'I`REE�' FLOW HYDRAULICS: DEPTH(FE�T} = 0.35 HAI�FSTREET FLOOD WZI?TH(FEET) = 11.24 FLOW VELUCITYSFEE'I`/SEC.1 = 3.61 DEPTH*V�LOCITYSF'�'"'FT/SEC.j = 1.27 I,ONGEST FLOWPATH FROM NpDE 5028.40 TO NODE 5428.60 = 900.OD FEET. i.*�*r+r*+*+*****�***+w++*�r+++tr***«x�****+r�*s+t*+*«+**++i.+�*w+++++*****,ki.** FLOW PROCESS FRpM NQDE 5026.60 TO NODE 5030.00 IS CODE = 31 --------------------------------------------------------------------------___ »»>CO�SPUTE PTPE-FLOW TRAVEL TIt4E THRU SUSAREA««< » »>USING COMPUTER-ESTIMATED PIPESIZE {I30N-PRESSURE FLOW} « «< -------------------------------- ELEVA`FIOid DATA� UPSTREAMiFEET) = 364_40 DOWNSTREAM{FEET} - 363.00 FLOW LEI+iG'!`H(FEET} = 24.40 M.ANA3ING'S Id = 0.013 ESTIMATED PIPE DIAD4ETERIINCH) INCREASED TO 1$.Q00 DEPTH 0�' FLOW IN 18.0 IPICH PiPE IS 6.1 If+iCHE5 PIPE-FLOW VELOCITYiFEET/SEC.) = 9.51 ESTIMATED PIPE DIAI�iETER(INCH) = 18.00 I3i_FMBER OF PIPES = 1 PiPE-FLOW{CFS} = 4.99 PIPE TRAVEL TIME{�fIN.} � 0.09 TC(MIN.) = 14.12 LONG�S'F FLOWPATH FROM NODE 5028.40 TO NODE 5034.00 = 924.D0 FEET. END OF STUDY S[Ji�II�IAfZY : TpTAL AREA(ACRES) = 2.32 `i'C(MIN.) = 14.12 • PEAIC FLOW RATE(CFSi = 4.99 END OF RATIONAE� METHOD ANALXSIS • �� • * f * * * * * * * * * * * * * � * * # W � W # f t * + t W t f � # * * * * * * + * * + Y + * * * x fi * * * * * # i + i i � � y k � � t f f * + f * t � t RATIQNAL METHOD HYI]AOLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUN'i'Y FLOOD CONTROL DISTRICT 1985,1981 HYDROi,OGY �ANUAL ic} Copyright 1982-2d43 Advancec3 Engineezing Software (aes) Ver. 1.5A Release Date: O1/O1/2001 License ID 1509 Analysis prepared by: ProjectQesign Cansultants 701 B S�reet, Suite 800 San Diega, CA 921D1 (6191 235-6471 w****+****+wyt►+++*++***** DESCRIPi`IdI3 �F a"TUDY *+*t+**x+***r*+**w*++r**«* * BRESSI RAI3CH TENTATIVE MAP - J�i 2267.OD '` * PLANNING AREA 9- SYSTEM 5036 * * FILE: 5030.DA�` ` YrYr* * *'k* 1'1'Yf Y #i t #*** * * **tkYr Yi *Yr Yr YrYr ** Y� Yc* ** * **tt'� Y� *Y"t t f t*# #****1r*ikikYr *i� ******ir ***Y FiLE NAME: 503Q.DAT TIME/DATE OF S'I`UDY: 14:47 09/Q3/2D02 iiSER SPECIFIED HYDROLOGY AND HYI7RAULIC P40DEL INF4RMATION: 1985 SAN BIEGO MANiJAI, CRITE32IA USER SPEC�FIED STORM EVEIV'I'(YEA�t) = lOQ.00 � 6-HOUR DURI�TION PRECIPITATION (INCHES) = 2.8D0 SPECIFEED MINIMUM PIPE SZZE(TNCH) = 18.00 SPECIFI£D PSRCEFFT OF GRADIFNTS(bECIMAI,? TO USE FOR �RICTIDN SLOPE = 0.90 SAI3 DiEGO HYDROLOGY MANi]AL 'C"-VALUES USED FOFt RATIONAL METHOD NOTE: 4NLY PEAIC CO[dFLUENCE VALi7ES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFI,pW 4�04]EL* HAI1F- CROWN TO STREET-CROSSFALL: CURB Gi}TTER-GEOMETRTES: MANNING WID`i`H CROSSFALL IN- / Oi3'I'-/PARK- HEIGH'i` WIDTH LIP H�KE FACTOR N0. (FT) (FT} SIDE / SIDE/ WAY (FT) (FT) (FT} {FTj {nj --- ----- --------- -------------_---- ------ 1 20.4 15.0 0.020/0.020/0.020 0.5fl 1.5D a.0312 fl.i25 O.D175 GLOBAL STREET FLOW-DEP'iH CON$TRAINTS: 1. Relative Flow-Depth = D.00 FEET as (Maximum Allowable 5treet Flow Depthl - STop-of-Curb) 2. IDepth}*{velocity} constraint = 6.0 (F'r*F't/s1 *SIZE PIPE WTTH A Fi,OW CAPACITY GREATER THA�i OR EQUA3J TO THE U1'STREAM TRIBUTARY PIPE.* ******.,�+�***t��+��+�,��.t*+.**�+.****.*.,.*****�w+,*.*****+***.*.,.*,.«**+�+�w� FLOW PROCESS FROM NODE 5036.30 TO NODE 5036.40 I5 COBE = 21 --------------------------------------------------------------------------_----- »»>RATIbNAL M�THpD INITIAL Sl7BAREA AI3ALYSIS««< SINGLE FAMILY`DEVELOPM�NT RiJNOFF COEFFICIENT = .5500 50IL CLASSIFICATION IS *D" S.C.S. CURVE NUMBER fAMC I11 = 88 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATZON = �04.4D DOWAiSTREAM ELEVATION = A03.40 • ELEVAT�ON DIFFERENCE = 1.00 � � . URBAN SUBAREA OVERLAND TiME OF FLOW{MINTJTES) = 9.900 3.00 YEAR RAINFALL INTENSITY(I�ICH/HOUR) = 4.748 SUBAREA RLINOFF(CFSi = 0.81 `iOTAL ARF.A(ACRES) � a.31 TO'I'Ai RT3NOFF{CFS} - 0.$1 **�k'k`kf'f Y * #** # i *Yrt**tt ktk t Yrtk *�k* Yr tk Mttk kY�' * *lrYr **iY*'k * *Yr**#'k �* *'k* **# **#f 1� M *'kYr k'k!"� y'A"k FI,OW PROCESS FROM i�IODE 5036.40 TO NODE 5036.50 IS C4DE = 62 ----------------------------------------------------------------------------- »»>COMPUTE STR$ET FLOW �`�2AVEL TIME THRU SUBAF2EA««< »»> (STREET TABLE S�CTION # 1 USEf?} ««< UPSTREAM ELEVAT�ON(FEET) = 400.80 i�OWNSTREAM ELEVATIDN(FEET) = 3$5.60 STREET LENGTH(FEET) = 39Q.OD CURB HE�GHT(XNCHES) = 6.p STREET FiAi�FWIDTHIFEE'I`) = 24.00 DISTAI3CE FFt0A3 CROWN 'PO CROSSFAi�L GRP.DEBREAK(FEETj = 15.00 T�ISIDE S'iREET CRQSSFAi,L(DEC�MP.i,) = 0.420 OVTSIDE STREET CROSSFALL(DECIMAL) = D.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUI30FF = 1 STREET PAAF{WAY CROSSFP.E�L(DECIMAI.) = 0.020 Afanning's FRICTION FACTOR for Street£low Section(curb-to-curb} = D.0175 N3anning's FRICTION FACTOR £or Back--o�-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ES'I'TMA'TED FLOWICFS) _ STREETFLOW 3�70DEL RES[]LTS USiNG ESTTMA'I'ED FLOW: STREET FLbW DEPTH(FE�T) = 0.27 HAT,FSTREET FLOOB WIDTH(FEET) = 7.14 AVERAGE FLOW VELOCIi'X(FEET/SEC.) = 3.23 PAODUCT OF DEP3'H&VELOCITY(F3'*PT/SEC.i = 0.87 STREET FLOW TRAVEL TIME(MIN.} - 2.01 'Pc(MIN.) = 31.91 lOQ YEAR 3tAINFALL IN'FENSZTY(INCH/I-f0UR1 = 4.215 SINGLE FAMILY DEVELOPMENT RUNOFP COEFFiCIENT =.55b0 SOIL CLASSiFICAT�ON IS 'D" s. c. s. c�rnvE rn�risE� ( aric x z)= a s SUBAR£A AREA(ACRES) = 1.05 SUBAREA FtUNOFF{CFS} - TOTAL AREF�[ACRES} = 1.36 PEP.K FLOW RATE{CFS} - 2.03 2.43 3.24 END OF SUSAREA STREET FLOW HYDRAUi�ICS: DEPTH(FEET) = 0.30 HALFSTREE'£ FLOOb WIDTH{FEET} - $.90 FLOW VELOC�`FY(FEET/SEC.) = 3.57 DEPTH'VELOCITYiFT*FT/SEC.) = 1.08 LONGEST FLOWPATH FitOM NODE 5a36.30 `I'O NODE 5036.5fl = 490.00 FEET. * *�F'k **iF Yr iF f *# iF *** * #*i � }t �i+*iiFi iiY �Y YY�IYY� Y f #! Yr Y* Y*t*� * �* �kYr*�1riF * i� *ir* * * * * * Yr*Yc# ##+ FLOW PRO�ESS F'ROM NpDE 5036.50 TO NODE 5436.20 IS CODE = 37. ------------------------------------------------------------------------�----- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA« «< »»>USI�IG COMPUTER-ESTI2+�ATED PIPESIZE (NON-PRESSURE FLOW) ««< -------------------------------------------__-------------------------------- ^ELEVATIOPT DATA: UPSTREAM(FEET? = 385.60 D4WI3STREAM(FEET} = 385.40 FLOW LEI+IGTH(FEET} = 8.30 MANNING'S N= D.013 ESTIMATBD PIPE DIAT+fE'i'ERfINCH} INCREASED TO 18.0�0 DEPTH OF FLpW IN 18.0 II3CH PIPE IS 5.5 �NCHES PIPE-FLOW VELOCTT`Y(FEET/SBC.} = 6.92 ESTIMATE�3 PIPE bIANFETER(TNCH) = 18.OD NLTMBER OF PIPES = 1 PIPE-FLOW{CFSf = 3.24 PIPE TRAVEL TIME(MIiV.j � 0.02 Tc{�IN.) = IZ.93 LONGEST FLOWPATH �'ROM NOIJE 5035.30 `I'O NODE 5035.20 = 498.30 FEET. �«****+***«.+**,.*.**..***...*********�+�++�+���*Y**+«+**+*+.««*.***..�**«�** FLOW PROCE55 FROM NODE 5Q36.20 TO NODE 5036.20 IS CODE = 1 � -------------------------------------------------------- » » >DESIGNATE IiQBEPENDENT STREAM FOR CONFLUENCEa «« `I'0`d'AL NUMBER OF' STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPSNDE�7'I' SfiftEAM 1 AR�: TIME OF C033CENTRATIOP3(MIN. J= 11.93 RAINFAL,L INTENSITY I IAiCH/HR) = 4. 21 TOTAL STREAiH AREAfP.CRESi = 1.36 PEAK FLOW RATE{C�'Sf AT CONFLUENCE = 3.24 *tkYr *****':'tt itt # t*k t* ****** ** *# *tt'Ftk*t ii#*4tt tt***�A' �F k***� *�r*# yrtt tt 1'f t Y t** * tt*k * t FLOW PRpCESS FROM I30DE 5035.60 TQ NQDE 5035.70 IS CODE = 2� »»>RATIONAL ME'i`FiOD INITIAL SU$AREA ANAi�YSIS«c« SINGLE�FAMILY DEVELOPMENT RUNOPF COEFFICIENT = .5500 SOIL CLASSIFECATION I5 `D' 5.C.5. CLiRVE NUMBER (AMC IIj = 86 IN�'i'IA31 SiiBAREA FLOW-LENGTH � 100.00 UPSTKEAM ELEVATION = 400.40 DOWNSTREA�7 ELEVATION = 399.1d ELEVA'I'YQN DIFFERENCE _ • 1.30 [TRB.�N SUBAREA OVERLAND TIME OF FLOW(MIN[]TESi = 9.071 100 YEAR RAINFAi�L INTF.NS�`i'Y(IE�iCH/HOUR) = 5.024 SUBAREA RUNOFF{CFS) = 0.64 TO'I'AL AREA(ACRE51 = 0.23 TOTAL RUNOFF(CFS) = Q.64 ***,r+�**w*t****+**�*****�****+rW+*+**t:+*+*******+��**w.f+*ff********..,.*�*** FLOW PROCESS FROM NOQE 5035.'70 TO NODE 5D36.80 IS CODE = 62 � »»>COMPiT'i'E STREET FI,4W TRAVEL TIME THRU SUBAR�A««a »»> ( STREE'i' TABLE SEC�'EON # 1 USED) ««� ----_---------------------_--__------------------------- UPS'I'KEAM ELEVATIONLFEET} - 347.20 DOWNSTREAM ELEVATION(FEET) = 385.b4 S'iREET LENGTH(FEET) = 440.00 CURB HEIGH'i'[�NCHES) = 6.0 STR�ET HAI�FWIDTH(FEET) = 20.00 �fISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.Q0 INSIUE STREET C�tOSSFALL(DECIMAI�} = 4.420 OUTSIDE STREET CROSSFALL(DECT�+iAi�} = Q.020 SPEC�FIED NUI�ER OF HPZFS'i`REETS CARFtYING RiFNOFF = 1 STREET PARKWAY CROSSFALLfDECIMAI�} - 4.020 Manning's FRICTTOI3 FACTOR for Streetflow Sectian(curb-to-curbj = 0.0175 Manning's FRIC'I'YOA3 FACTOR for Back-of-Walk Flow Section = d.0149 **TRAVEL TIME COi�4PUTED USING ES'I'IMA'TED FLOW(CFS} = 3.17 STREETFLOW MODE�, RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEETf = 0.32 HALFSTREET FLOQD WIDTH(FEET) = 9.6D AVERAGE FLOW VELOCITY(FEET/SEC.) � 3.05 PRODLiCT OF DEPTH&VELOCITY(F'F*FT/SEC.i = 0.97 STREET FLOW TRAVEL TIME(MIN.} = 2.40 Tc{MEN.� = 11.47 100 YEAR RAINF'ALL INTENSITY(INCH/HOi3R) = 4.317 SINGLE FAMELY DEVET.,OI'MENT RUNOFF COEPFICIENT =.5504 SOIL CLASS�FICATIObT IS "D" S.C.S. CURVE NUMBER [AMC IIi = 88 SUBAREA AREA(ACRES) = 2.13 SUBAREA RUNOFF(CF5) = 5.06 TQTAL AREA{ACRES} - 2.36 PEAK FLOW RATE(CFS) = 5.64 � END OF SUBAREA STREET FLpW HYDRAULICS: � � � DEPTH{FEET} = 0..37 HP.LFSTREET FLOOD WIU'I'H(FEET} = 12.29 Fi,OW VELOCITY(FEET/SEC.1 = 3.49 DEPTH*V�LOCITY(F7'*FT/SEC.) = 1.30 LONG�S`F FLOWPATf-1 FROM NODE 5436.60 TO NaDE 5036.80 = 54D.00 FEET. +tt*++***k�********+****r*,r+****v�*wwtr�*r**+w+**+*******,r+*r+.*«*******+*a*** FLOW PROCESS FRdM NODE 5036.8D TO N�DE 5036.20 I5 CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TiME THRU SUBARFA« «< » » >US�NG COMPUTER-ESTIMATED PIPESIZE {NON-PRESSi3RE FLOW)a «« ELEVATION4DA'T'A UPSTREAM(FEET) = 385.6Q DOWNSTREAM(FEE'F) = 385.2D FLOW LENGTH(FEET) = 22.3Q MP.NNIPiG'S N= D.D13 ESTIMATED PIPE DIAMETER{TNCH) INCREASED TO ia.aoa DEPT3i OF FE,OW I�i 18.0 �NCH PIPE IS 8.2 INCHES PIPE-FLOW VELOCITYIFEE'I'/SEC.) = 7.26 ES'FTMATED PIPE DIAMETER(II+ICf�I) = 18.p0 NUMBEft OF PIPSS = 1 PIPE-FLOW(CFS) = 5.59 PIPE TRAVEL TIME(#�4ZI�f. } � fl.45 TC(MIN. )= 1Z.53 LONGEST FLdWPATH FROM NODE 5036.b0 TO NODE 5036.20 = 562.3d FEET. *++�.*+++*******a*+*�****�++***.�+**.r..w*+.**.*+ttt*:**«««:*.**.*�*******��r* FLOW PROCESS FROM NODE 5035.20 TO NODE 5035.20 IS CQDE = J. ------------------------------------------------------------------______----- »»>DESIGNA3'E �N17EPEDTDENT S'i'REAP4 F4R CQDiFLliEi3CE««< »»>AND COMPUI`E VA1�IpT3S CONFLUENCEIJ STFtEAt+] VALUES«�« TO'PAL NL�FfBER OF S'T'REAMS = 2 CONFLUENCE VALUES USED FpR I�TDEPEidDENt STREA.M 2 ARE : TIME OF CONCEN'PRATION(MIN.) = 11.53 RAINFALL INTENSI`i'YIENCH/HR) = 4.30 TOTAL STREAM AREA ( ACitES )= 2. 3 6 PEAK FLOW RAT�(CF'S) AT CONFLUENCE = 5.69 � * * CQNFE,UENCE DA�`A * * STRF�FIM RUNOFF TC INTENSI'i'Y AREA NUMBER (CFS} (MIN.) {�NCH/i-IOUR) {ACRE) � 3.24 �1.93 4.210 1.36 2 5.59 11.53 4.3fl5 2.3& RAINFAi�L I�3'I'F.I�iSI'i'Y AND TIME OF CONCEEQ'PRA�'EON RATIO CONF�,UENCE FORMULA USEI] FOR 2 STREAMS . * * PFAFC FLOW RA'I'E TABLE * "` STREAM Ri3PFpFF Tc INTE2dSITY NUMBER {CF5? {MIN.) [INCH/HOUR) 1 8.87 3�.53 4.305 2 8.81 �1.93 4.210 COMPUTEB COI3FLUENCE ESTIMA'!`ES ARE AS FOLLOWS: PEAit Fi,OW RATE(CFS} = 8. 87 TC (I�fIN. } � TOTAL AREAfACRES) = 3.72 LONGEST FLOWPATH FROM NODE 5036.60 TO NODE �i.53 5d36.2D = 562.30 FEET. * *f 1� k f*###}y.�Yf�►YY t i i i #Y t*#! # **i** # ****'M ir*iR �F ik Yr ik �k * * *1� *#iwi *#'�'f * * *4�k i�t# *#**ir*�rY� FLQW PROCESS FROM NOBE 5036.24 TO NODE 5036.90 �S CODE = 31 »»>COMPUTE P�PE-FLOW TRAVEL TiME THRU SUBAREA« «< »»>i3SII3G COMPUfiER-ESTIMATED PIPESIZE (NOP1-PRESSURE FLOW} ««< ELEVATIOI3MDA'1'A: UPS�R�AM(FEET} = 365.60 DOWNSTREAM[FEET) = 357.50 FLOW LENGTHfFEETJ = 660.00 MANNING'S N= 4.0�3 � ESTIMATED PIPE DIAMETER�INCH) IIVCREASED TO 18.000 DEPTH OF FLOW xN 18.0 INCH PIPE IS 8.3 INCHES PIPE-FLOW VELOCITY{FEET/SEC.) = 11.2� ESTIMATEQ PIPE DIAMETE�t(INCH) � 18.�4 i�ILTMBER OF PIPES = 1 PIPE-FLOW(CFS} = 8.87 PIPE fiRAVEL TIMEfMIN.} - 4.98 Tc{MII3.} = 12.51 LONGES'I' FLOWPATH FRQM NODE 5036.60 TO I30DE 5036.90 = 1222.30 FEE'4`. �*rt*++**a***�*ww*wi.,t,t++*,t*+�ki.*��ay.f+w4**rr++*+t*++ttttt****t*+*�**x*i�x,t*,t*,t FLOW PROCESS FROM NODE 543b.90 TO P10DE 3056.90 I5 CODE = 1 ---------------------------------------------------------------------------- »»>]7E53GNATE IfIDEPENDEI3T S'I`REAM FOR CONFLDENCE««< TOTAL �1UMBER 4F STREP.MS = 3 CONFLiJ�ICE VALUES USED FOR INi�EPENDEI3T STREAM J. ARE: TIME OF CONCENTRATION(MFN.) = 12.51 RAINFALL INTFNSITY ( INC3-I/HR) = 4. 08 TOTA� STREAM AREA(ACRES} - 3.72 PE.AK FLOW RA'PE(CFSi AT CONFLUENCE = 8.87 **+***+*w++*�+++s*+++*******rr**«x***x*�x�i.********+r*txr*+*++*t++*t+*t***+w* FLOW PROCESS FROM NODE 5036.91 �'0 NOAE 5d36.92 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIO[�iAL METHOD INITIAL SUBAREA ANALYSIS««< `SINGLE FAMILY DEVELOPMEN'i` RUI30FF COEFFiCTENT = .5500 SOIL Ci,AS5IF2CATION IS "A" S.C.S. CURVE NUMBER {p,MC IIj = 88 INI'FIAL Si3B�AREA FLOW-LEi�iGTH = 100.00 UPSTR�AM ELEVATION = 390.70 � DOWNSTREA.2+5 ELE�lATION = 3 S 9. 7 0 ELEVATION DIFFERENCE = J..DO LTRgAN SUBAREF� OVERLAND TIME OF FLOW{MINi]'PES] = 9.900 1D0 YEAR RAIidFALL INTENSITY{�NCH/HOUR) = 4.748 SUBAREA RUNOFF{CFS1 = a.44 Tp'�Ai� AREA fACRES }= 0. 17 TOTAL RUI�70FF ( CF5 )= 4. 44 *#*]F'k'ki*Y*t# # #t tt t*i***t**'k�F *tk* ** Yr iF iF ***** ** #14 * 1 V'*t*t ##t # tt�k #** * *�kYrYrik ** Yr * * ** * FLOW PROCESS FROM NODE 5036.92 TO NODE 503b.93 IS CODE = 62 _�_--------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL 'I'IME 'I'HitU SUBAREA««< »»> ( STREET TABLE SECTION # 1 T3S�Di «�<a UPSTREAM ELEVATiON(FEET)�= �384�50 DOWPiSTREAM ELEVA'i'ION(FEETj = 357.50 S'iREET i,�7GTH(FEET) = 660.Q0 CURB HEIGHT(INCHES} = 6.0 5'FREET HALFWIDTH {FEE'T} = 20. d0 DISTANCE FROM CROWN TO CROSSFALL GRADESAEAK{FEET) = 15.OD INSIDE STREE2' CRpSSFALilDECIMAi.) = 0.02a OUTSIDE STREET CFcO$SFA�LfDECIMAL) - 0.020 SPECIFIED �3iFMBER OF �FS'PREE'I`5 CARRYI�IG RUNOFF = 1 STREET PARKWAY CROSSFALLfDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflaw Section{cuzb-to-c�rb) = 0.0175 �Fanning's FRIC'PION FACTOR for Back-of-Walk Flow Section = 4.0149 **TRAVEL TIME CONfPUTED USING ESTIMATED Fi,OWfCF51 = 2.71 STREETFLOW MQDEi� RESULTS USING ESTIMATED Fi,OW: STREET FLOW DEPTH(FEETI = 0.29 HALFSTREET FLOOD W�DTHIFEET) = 8.08 � AVERAGE FLOW VELOCITYIFEET/SEC.] = 3_51 � PRODUCT OF DEPTH&VELOCITY(FT*FTlSEC.) = 1.01 STREET FLOW TRAVEL TIME(MIN.) = 3.13 Tc{MIN.? = 13.03 100 YEAR RAIPIFALL INTENSITY{INCH/HOUR) = 3.977 SINGLE FAMILY DEVELOPMENP RUNOFF COEFFICIENT =.5540 SOIL CLASSIFICATION IS "D' S. C. S. CURVE NUMF�ER ( A!+]C I I} = 88 SL3BAREA AREA(ACRES} � 2.06 SUBAREA ftt7NOFF(CFS} = 4.51 TOTAL AREA(ACRES) = 2.23 PEAK FLOW RATE(CFS) = 4.95 END OF SUBAREA STREET FLOW HYDR.AULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH{FEET} = 10.54 FLOW VELOCiTY(FEET/SEC.1 = 4.03 DEQTH*VELOCITY(F"i`*FT/SEC.) = 1.36 LONGEST FL4WPA'TH �'ROM NODE 5036.91 TO NODE 5036.93 = 750.00 FEET. *+w+++*+*x��+*�*t*****wir�rt�*�r+�**+w�r��w+++**ti**+rr**tt*x*ttt+t*t+***t**t++* �LOW PROCESS FROM NOBE 5036.93 TO NODE 5036.90 IS CODE = 31 »»>COMP[T'i`E PTPE-FLOW TRAVEL TIME THR13 SUBAREA««< » » >USING COMPU'£ER-ESTIMATED PIPESIZE INON-PRESSURE FLOWfa� «< ELEVATIOD}+DATA��UPSTREAM(FEET) = 357.5a DOWNSTREAM(FEET) = 357.30 FLOW LENGTH{FEET? = 8.34 MAAiNING'S N= 4.013 ESTZMATED PIPE DiAMETER{ENCFi) INCREASED fi0 18.000 DSPTH QF FLOW IPi 18.0 INCH PIPE IS 7.4 2[3CHE5 PIPE--FI,OW VELOCITY(FEET/SEC.) = 7.79 ES�'�MATED PFPE DIAMETER{INCH) = 18.04 NiTMBER OF PIPES = � �z��-FLpwfcFsl = 4.95 PIPE 2'RAVEL TI[�4E (MIN. )= 4. Q2 TC (MIN. )= 13 . 05 LONGEST FLOWPATH FROM NODE 5D36.91 'FO NODE 5036.90 =. 768.30 FEET. i ***********.�.��„*t���t*t�*,��*****.****.x*�*********�***.*.*ww����*��,Y�.� FLOW PROCESS FROM NODE 5035.90 TO NOdE 503b.94 IS CODE _ � ------------------------------------------------------------------------------- »»>DESIG�IA`f'E INDEPENDENT S'�`REP.M FOR CONFLUET3CE�«« ----------------------------------------------------------------------------- ------------------------------------------------------------------------------ TOTAI, NUMBER OF STREAMS = 3 CONFLiJFNCE VALUES USED FOR INDEPENDF�IT STREP.M 2 ARE : i'IME OF CO?�ICENTRATION (MIN. )= 13 . D5 RA�NFALL I�ITENSITY{INCH/HR) = 3.97 i'O'iAL STREAM AREA{ACRES} - 2.23 PEAK FLC}W RATE(CF5) AT CONFLUENCE = 4.95 ++�+f+�**�f++r++*++�tt*+***a*t+**+�**x*w*xx*****+i�+r�*�rr***r*t+t*++**+*t+*** FI,OW PROCESS FROM NODE 5036.94 'I'0 NOpE 5036.94 IS CODE = 22 ---------------------------------------------------------------------------- » » >RATIOd+1AL METH4D INITiAL SUAAREA ANALY$IS« <t< ROAD(HA�2D SUR�'ACE) COVER AjTNOFF CO�FFzCIEN'F =.9500 SOIL CLASSIFICATION �S "D" S.C.S. CL3RVE NUMBER IAMC Iz) � 92 USER SPECIFIED TC{MIN.} � 6.000 14Q YEAR RAINFAI,L ziJTENSITY(INCH/HOUR} = 6.559 SUBAREA RUNOFF(CFS) = 1.Qb TOTAL AREA (ACRES j= 0. 17 TOTP,I, Ai3NOFF' ! CFS )= 1. 0 6 *a+�-rrYrr+tx*t**++r**+x*r++**r+*�***r�*rx:�rt++*+at�+r*r*x****+t*t**++,r�r*x+++ FLOW PROCESS FROM NODE 5036.94 TO PiODE 5036.90 IS CODE = 31 _----------------------------------------------------------------------------- »»>COi�SPUTE PIPE-FLOW 'F'FtAVEL TIME THRU SUBAREA««< »»>USING COi�IPUTER-ES'FIMATED PIPSSIZE (idON-PRESSURE FLOW) ««< • ______________________________________________�����______________________=_= � ELEIIATION DATA:.UPSTREAM(FEETJ = 357.50 DOWNSTREAMIFEET) FLOW LENGTH(FEET} � 22.30 MP.NAIING'S N= O.Q13 ESTIMATED PIPE DIAMETER(INCH] INCREASEB TO �a.oaa DEPTH OF FLOW IN 1$.Q INCH PIPE IS 3.4 INCHES PIPE-FLOW VELOCITY(FEE`i/SEC.} = 4.50 ESTIMATED PIPE ]�IAME'FER{�NCH} = 18.00 [dIJMBER OF PiPE5 = PxPE-FLOW{CFS) = 1.06 PIPE TRAVEL TIME(�SIN.) = 0.08 Tc(MIN.j = 6.08 LONGES'T FLdWPATH FROM NOAE 5Q36.94 TO NODE 5036.90 = �� � - 3�7.ia � 22.3Q FEET. +w�.+++**��*++.�*.�**+*+***«.��***�****w*.***+*********,.*��*+*+�«.*r+*+***+.« F'LOW PROCESS FROM NODE 5036.44 TO NODE 5036.90 IS CODE = 1 `»»>DESIGidAT� INl7EPENDENP STREAM FOR COSIFLUENCE««< »»>ANfl COMPUTE VARIOUS CONFLUENCED STREAM VALUES«« < � TO'T`AL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INL?EPENI)FNT STREAM 3 ARE: TIME OF CONCENTRA`TIONiMIN.) = 6.08 RAINF'ALL INTENSITY(INCii/HR) = 6.50 TOTAL STREAM AREAIACRES} = 0.17 PEAK FLOW RATEiCFSi AT CONFLLiENCE = 1.06 � * * CONFLiTENCE DATA * * STREAM RUNOFF TC INTENSITY AREA NiJNfBER {CFS) (MIN.) (ZNCH/HOUR} {ACRE) 1 8.87 12.51 4.084 3.72 2 4.95 13.a5 3.974 2.23 3 1.06 6.DB 6.5d1 4.17 RAINFALL INT�'3�75ITY AND 'FIME OF CONCEN'1'RATIO[d RATIO CONP'LUENC� FOR4�7LiLA USED FOR 3 STAEAMS . ** PEAK FLOW RATE TABLE ** STREAD3 RUNOFF TC IiV'PENSITY 13i7MBER SCFS1 (MIN.) (INCH/HOUR) 1 9.65 6.48 6.501 2 14.35 12.51 4.084 3 �4.22 13.05 3.974 COMPUTED CONFLUENCE ESTIs5ATE5 ARE AS FOLLOWS: PEAK FLQW RA`i'E(CFS) = i4.35 Tc{MIN.} = TOTAL AREA{ACRES} - 6.12 LOI3GEST FLOWPATf-I FROM NODE 5D36.60 'i'0 [dODE J.2 . 51 5036.9Q = 1222.30 FEET. Y� �k* ***firil�'** *'k * Yr'k**�r �k iFYr'k'X****f**�4 fY** f t* ***ik �h Yc***t 1kY'ti' * Y! f*t* **ir'k f'RiFi� **}**f f FLQW PROCESS FROM NODE 503fi.90 TO NODE 5037.00 IS CODE = 31 »»>COMPUTE PIPE-FL4W TRAVEL TIME THRU SUBAREA« «a »»>USING CON3Pi3'I'ER-ES7'IMA`PED PIPESIZE {NON-PRESSiFRE FLOW) ««< ��,�------------------------------------------------------ ELEVATIOI3 DATA: UPSTRF.AM{F�E'F) = 357.50 DOWNSTREAM(FEETa = 350.24 FLOW LFNGTH(FEETj = 294.00 MANNING'S N= 0.013 dEPTH OF FLOW 2�7 16.Q �NCH PIPE IS 13.4 INCHES PIPE-FLQW VELDCITY(FEET/SEC.} � 10.13 ESTIMA'I'ED PIPE DIAMETERfINCH} = ZS.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFSf = 14.35 P�PE TRAVEL TIME{MIN.1 = 0.48 Tc(MIN.j = 1.2.98 LONGES'I' FLOWPATH FROM �10DE 5036.50 TO NdDE 5037.00 = 1512.30 FEET. END OF STUDY SUMMARY: � TOTAL AREA(ACRES} = 6.12 TCfMIN.j = 12.98 PEAK FLOW RATE(CFS} = 14.35 EI3D OF RATIONAL METHOD ANALYSIS • � � t*rtittr*a**++#t�t*t*+**wxx*t******��****at*+****t**++rt+****+xxsx*+*+rr�#*t*i RATIONAL METHOD HYDROLOGY COMPUiER Pf20GRAI� PACKAGE Reference: SAPI DIEGO COUNTY FLO�D CON'PROi, DISTRTCT 19$5, 1981 HYDROLOGY M.�NLTAL (c} Copyright 1982-2001 Advanced Engineering SofCware iaes? Var. 1.5A Release Date: O1/O1/20D1 License ID 15�9 Ana�ysis prepared by: ProjectDesign Consultants 701 B StreeC, Suite 80Q San Diego, CA 92101 (b19) 235-6471 +***********+************w DESCRIPTION �F STUDY #t*t**1r*�k****Q#hYYY*#ittYrt * BRESSI RANCH T�ITA'i'IVE MAP - JN 2267.00 � * PLAi�iNING AREA 8- SXSTEM 5038 * * FILE: 5038.DAT * **w*,ti.*tw**t+***ww*i.+�*t*+�**rt++t�*��i�+*t��****+***tw�**+f*�Y*+rt**+*+�***+ F�LE NAME: C:\2244\5038.DAT TYME/DA�E OF STUDX: 13:41 06/25/2042 iiSER SPECIFIED HYDFtOLOGY AND HYDRA[TI,xC MODEL INFORMATTON: 1985 SAN DIEGO MANUAL CRITEAIA USER SPECIFIED S'i'OFtM EVENTfY�? = 14d.00 • b-HOUR DLTRATEON PRECTP3TATION (INCHES) = 2.800 SPECIFTED MINIMiFM PIPE SIZE(INCH} � 18.OD SP�CIFYED PERCENT 0�' GRADIF.I3'PS(DECIL+fP.L) TO U5E FOR FR�C'£ION SLOPE = 0.90 SAN DIEGO HYDROLOGY MAN[JAL "C'-VALUES USED FOR RATIONAL METHdD N0�`E: ONi�Y PEAK CONFI.�i7F�iCE VALUES CONSIDERED *USER--DEFIIdED STREET-SECTIdNS FOR COUPLED PIPEFLOW APID S'FREETFi,OW MODEL* xar,F- CROWN TO STitEET-CROSSFALL: CURS GCT3'TER-GEOMETR�ES: MANNING WIDTH CR055FAI,L IN- / OU'i'-/PARK- I-IEIGHT WID'I`I-E LIP HIKE FAC'I`OR N0. (FT} (FT) SIDE / SIDE/ WAY (FT} (FT) (F"i'1 {F�) {n) 1�20 0 15 Q�Y 0 020/0 020/0 020 0 50 1 50 0.0312 0.125 0.0175 GLOBAL STREET FLOW-DEPTH COidSTRAINTS: 1. Relative Flow-Depth = D.00 FEET as (Maximum Allowable S�reet Flow Depth} -(Top-af-Curb} 2. (DepCh)*(Velocity} Constraint = 6.0 {FT*FT/5) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO Ti-IE UPSTREAM TRIBUTARY PIPE.* ♦�k Y****k i! *1r*# fi'1##t******'kiA'Yr iF1r** i#*':'Y#**t*tk # Y� rt****�'i #�F***fk *Yr**i� i� YiY4#* t* �R k** FLOW PROCESS FROM NODE 5Q38.10 TO NODE 5038.20 IS CODE = 21 • »»>RA`f`IOI�AL METHOD INITIAL SUBAREA ANALYSIS««< --------------------------- - J SINGLE FAMILX DEVELOPMENT RUNOFF COEFFICIEI3T =.550fl SDIL CLA55IFICATIQN �S "D" S.C.S. CURVE N[JMBHR (AMC II} = 88 . zNi`FTAL Si7BAREA FLOW-LENGTH = 100.00 UPS'f`REAM ELEVAT�ON = 359.74 IJOWNSTREAM ELEVATION = 358.70 • ELEVATI0�1 DIFFEREI�FCE = 1.00 r1 `J � C J URBAN SUBAREA OUERLAND 'FIME OF FLpW(MINUfiES) = 9.900 lOd YEAR ftAINFALL II+i'I'ENSITY ( INCH/HOURi = 4.748 SUBAREA RUNOFF(CFS) = 0.60 TO'I'A�, AREA{ACRES) = 0.23 TOTAL RUNOFF(CFS1 = 4.60 f+**+f*****�********�*w,.�r�r*****W.*tt***.**«********+*+*�,r*+*�**v,**��*r,�f�t� FLpW PROCESS FROM NODE 5038.20 TO NODE 5038.30 IS CODE = 62 »»>CO2+IPUTE STREE`F FLOW TRAVEL TIME 'T'HRU SUBAREA««< »»> {s''I'12EET TABLE SECTION # Z USED) ««< ----------------- --- UPSTREAI�i'EL�IATION{FEET) = 35$.70 DC}WNSTRF.ArS ELEVATION(FEET� = 337.7D STREET LENGTH ( FEET} = 445 . 00 CURB HEIGI-IT ( I[dCHES j= 6. Q STREET HALk'W IDTH ( FEE`F )= 2 Q. O D DISTANCE FROI�4 CROWfd`FO CROSSFALL GRADEBREAK(FEET} = 15.00 INSI9E STREET CROSSFALL(DECIMAL} = 0.020 OUTSIDE STREET CFtOSSFALL(DECIMAL) - O.D20 SPECIF�ED rF[�i+SBER OF HALFSTAEETS CARRYING RUNdFF = 1 STREET PARKWAY CROSSFALL(DECIMALJ - 0.020 Manning's PRICTION FACTOR for 5treetflow Sectkon(curb-to-curb) = 0.0175 Manning's FFtICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL 'PIME COMPi.PI'ED ii52NG ESTIMATEA ��ow�cFs) _ STREETFLpW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET} = 0.27 HAI�FSTAEET FLOOD WIDTfi{FEET) = 7.37 AIiERAGE FLOW VELOCITY{FEET/SEC.} = 3.$9 PRODUC'F OF DEPTH&VELOC3TY(FT*FT/SEC.) = 0.99 STitEET FLOW 'FRAVEL TIPiE ( MII+} .} = 2. 0 7 �'c ( 2�42N _ 1 = 11 . 97 1Q0 XFAR RAINFALL IPI'PENSITY(INCH/HOUR) = 4.202 SINGIJE FAMILY DEVELOP�3EiVT RUNOFF COEFFICIEN'T' __ 5500 50IL CLASSIFICATION IS "D' S. C. S. CURVE NUMBER ( A[�IC I I) = B B SUBAREA AREA{ACRES? = 1.53 SL]BAREA RUNOFF{CFS) _ TOTAL, AREA { ACRES ?= 1. 7 6 PEAK FLOW RA'T'E { CFS j= 2.37 3.54 4.14 ENE3 OF SUBAREA S'�'REET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOdD wzpTxfFE�T? = 9.48 FLOW VELOCI'i'YIFEET/SEC.) = 4.D7' DEPTH*VELOCITYfFT*FT/SEC.} = 1.28 LONGEST FLOWPATH FROM NODE 5038.10 TO NODE 5038.30 = 545.00 FEET. *�*tt*+.���t.***.**�..*.,...,**�.**++***��t�.�**..*t*�****+**�.,.«**.*�.**t��;� �'LQW PROCESS FROM NODE 5038.30 TQ NaBE 5040.00 IS COBE = 37. »»>COMPUTE PZPE-FLC7W TR.AV�L TIME `£HRU SiTBAAEA««< ??»>USING COMPiTI'ER-ESTIMATED PTP�SIZE (AION-PRESSURE PI,OW) ««< --------------------------------------------- - ELEVATION DATA: UPSTREADS(FEETa = 337.70 DQWNSTREAI�7(FEETy = 337.20 FLOW LF�iGTH{FEET) _' 22.50 MAI3N�NG'S i�] = 0.013 ESTIMATED PIPE DIAMETER(INCH] TNCREASEB TO 18.000 DEPTH OF FL�W IN 18.0 IPICH PTPE IS 6.5 INCI-3ES P�PE-FLOW VELOCITY{FEET/SEC.) = 7.39 ESTIMATED PIPE DIAMETER(INCHf = 18.OQ NUMBER OF PIPES = 1 PTPE-FLOW{�FS} = 4.14 PIPE TRAVEL TIME(MIN.) = 0.05 'FC{MT23.} = 12.02 LONGES'I' FLOWPATH FROM NODE 5038.1D Tp NODE 5040.00 = 567.50 FEET. ENA pF STUDY SUbII+iAAY: `i`OTAL AREA{ACRES} = 1.76 TC(MIN.) = 12.02 � --PEAK-FLOW-RATE(CFS�===-_--=--4=14_________________________________________ ENI] OF RA�'IONAL METHOD ANALYSIS • C � � * * � � � t Y t # * * * * * * * * * * * * * f } # * * * f t * i � i � # t W * � t # * * * * * * � * * * * * * * * # * # * # # # M * f # i W * i # * i i RATIONAL MEi`HOD HYdROI.OGY COMPUTER PROGRAM PACKAGE Reference: 5AN DIEGO COCiN'I'Y FLOdD COPiTROL DISTAICT 1985,1981 HYDROLOGY MANUAL (c} Copyright 1982-2041 Advanced Engineering So�tware (aes) Ver. 1.5A xe}.ease DatE: Ol/al/2401 License ID 1509 Analysis prepared by: ProjectDesign Consultants 741 S 5treeti, Suite 800 San Diego, CA 9210� (619) 235-6471 rt++t****+.�+*+***,tv��W�*+++ DESCRIPTION OF STLTDY *****"*'�r�w*ti�*f++*t*+*++� * BRESS� RANCH TE�ITATIVE MAP - JN 2267.00 * * PLA.NNING AREA 8- SYSTEM 5039 " * FILE: 5a39.DAT " +�****x*�***�.*v.w«+.+���*++*+******�**.******++�+.���*�++tt**++****.,.**�+** FILE NAME: C:\2244\5039.DAT TIME/AA'TE OF STUDY: Z3:41 05/25/2�42 USER SPECIFiED HYDROLOGY AND HYDR.ALJT,IC �'10DEL INFORMATIOI3: ---------------------------------------_-___--_------------------------___----- 1985 SAN DIEGO MP.NUAL CRITERIA USEH SP�CIFIED STORN3 EVENT(YEAR) = lOd.00 � 6-HOUR DCTRATION PRECIPITATION (II3CHE5) = 2_800 SPECIFIED MINIMUM PIPE S�ZE(IiVCH) = 18.00 SPECIFIED PERCENT OF GRADIEI3T5{DECIMAIs) TO U5E FOR FRICTION SLOP� = 0.90 SAN DIEGO HYDROLOGY N5ANi7Ai� 'C'-VALiTE5 USED FQR RATIOidAL �fETHdD NOTE: ONLY PEAK CQNFLi3ENCE VALUES CONS�DEfZEb *4JSER-DEFiNED STREET-SECTZOI35 FO�t COUPLEn PTPEFLOW AI3D STREETFLOW MODEL* HAE��'- CRQWN 'i'Q STREET-CROSS�'ALL: CiJRB GUTTER-GE02hETREES: MP.NNTNG WIATH CROSSFALL IN- / OU'i'-/PARK- HETGHT WIDTH LIP HIKE FACTpR N0. {FT) (FT} SIDE / SIDE/ WAY (FT} (FT) (FT) {FTj {nj ___--- --------- ----------------- __ i za.a 15.0 0.024/D.020/0.020 0.50 1.5D 0.0312 0.125 O.U175 GLOBAL STREET FLOW-DEPTH CQNSTRAIN'TS: 1. Re�ative Flow-Depth = 0.00 F�ET as (Maximum Allowable Street Flow Depthj -{Top-of-Curb) 2. {pepth)*(VelociCy) Constraint = 6.0 (FT*FT/S} *SIZE PIPE WITH A FLOW CAPAC2TY GREATER THAN OR EQUAL TO 'PF-IE CTPSTREP.�1 TRIBFJTARY PIPE. * w+w*�ry*ft**+**�e+i.i.*x***��++i.t*�i.+�+f*++t*+i.**+*******t�*�+W*r�rrtxt+*++*�+** FLOW PAOCESS FROI�f NOBE 5a39.00�T0 NODE 5039.10 IS CODE = 21 ----------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<¢¢ SI�iGLE FAN3ILY DEVELOPMENT RUNOFF COEFFICIENT =.550� SOIL CLASSIFICATION iS "D" S.C.S. CURVE N�3MSER (AMC IIj = 68 I�}IT�AL SUBAREA FLOW-LENGTH = 12p.00 UPSTREAM ELEIIATION = 353.60 DOWNSTREAM ELEVATION = 352.40 . �LEVAT�ON DIFFERE[VCE = 1.20 � � C � URBAN SUBAREA OVERLANA TTME OF FLOW(MINUTES) = 10.845 100 YEAR RAINFALL INTENSITY(I[dCH/HOUR} = 4.477 SUBAREA RUNOFF{CFSJ = 0.57 TpTAL AREA(ACRESI = 0.23 T4TAL RUNOFF(CFS) = 0.57 *# k ******'M �'Yt**t*Y� *�r Y� * * * * f'�'y �* tttt# tk k kYrYr*Yr f #**M'ift**� **Yr*f� Y�*iF*Y� # * *}*'1'Y Yi#**tk FLOW PROCESS FROM �ibDE 5039.10 TO NODE 5039.30 I5 CODE = 52 »»>COMPUTE S`1'REET FLOW TRAi7EL TIME THRU SUBAREA««a »»>(STREET TABLE SECTI�N # 1 USEb}« « � =-------------------------------------_---_----- UPSTAEAM ELEVATION(F'SETi = 353.00 DOWNSTREAM ELEVATION(FEE'F) = 337.7D STREE'i`F�E�FGTH{FEET) = 400.00 CURB HEIGHT(INCHE51 = 6.0 STREE'i' HALFWID`i`H { FEET )= 2 Q. 0 0 DISTANCE FROt�4 CROWN TQ CR055FALL GRADEBREAKlFEET} = 15.00 INSIDE S'I`REET CROSSFALL{DECIMAL) = D.020 OUTSTDE S'FAEET CROSSFALL(DECIMA.ii - �.fl24 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLfDECIMAI�) � Q.020 Manning's FRICTION FACTOR for Street�iow 5ectionScurb-ta-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow SecLion = D.0149 **TRAVEL TIME COMPUTED USING ES'I'TMATED FLOW(CFS} - STREETFLOW MODEL RESULTS USIi3G ESTIMATED FLOW: STREET FLOW DEPTHIFEET) = 0.27 HALFSTREET FLQOD WID`iH (FEE'I`) = 7. 20 AVERAGE FLOW VELOCITY{�EET/SEC.} = 3.29 PRODUCT OF DEPTH&VELOCITY(F`I`*�'T/SEC.1 = d.86 S'iREET FLOW TRAVEL TIME{MIN.) = 2.09 Tc{MFN.j = 12.93 100 YEAR RAINFALL INTENSITY(INCH/HOUR1 = 3.996 SINGLE FAMILY DEVELOPi+IEN'!' RUNOFF COEFFICIENT =.5500 ,SOIL CLASSIFICATIpN IS "D` S.C.S. CURVE NUMBE� {p,�C �I) = 88 S(3BAREA AREA ( ACRES )= 1. 3 3 S13BAREA RiJI30FF ( CFS 1= TOTAL AAEA(ACRES) = 1.56 PEAK FLOW RATE(CFS) _ 2.43 2.92 3.49 END OF SUBAREA STREE'£ FLOW HYDRAETLdCS : DEPTi-I(FEET) = 0.31 HALFSTREET FLpOD WIDTff{FEET} - 9.19 FLOW VELOCITY(FEET/SEC.? = 3.63 dEPTH*VELOCITY(FT*FT/SEC.) = 1.12 LONGEST FLOWPA'PH FROM NODE 5039.00 TO NODE 5039.30 = 520.Ofl FEE`P. ..�.�***,,.**+���*.+.+**,.,.***�.+++�++**�+**+.*�x*+****,�*+*t**t.�+���+**+**++*+� FLOW PROCESS FROi�7 NODE 5039.30 TO NODE 5044.Od IS CODE = 31 »»>COMPU'PE PIPE-�'�,OW TRAVEL 'I`IME THRU Si}BAREA««< »»>USING COMPUTER-�STIMA'I'�1] P�PESIZE (�iON-PRESSURE FLOW) ««< ------------------ ELEVATTON DATA UPSTREA�S(FEETi = 337.70 DOWNSTREAM(FEET) = 337.50 FI_,OW LEA7GTH ( FEET )= 8. 3 0 MANNING' S N= 0. 013 ESTIMATED PIPE D�AME'I'ER(INCHj INCREASED TO 18.000 DEPTH OF FLOW �N i8.0 zNCH PIPE �S 5.8 INCHES PIPE-FT�OW VELOC�TYfFEET/S�C.) = 7.07 ESTIMATED PIPE DIAME`iERSINCH) = 38.00 NLTMBER OF PIPES = 1 PIPE-FLOW(CFS} - 3.�49 PIPE TFtAVEL `PIMEfMI�I. ) = �.02 Tc(MIN. ) = 12.95 LONGEST FLOWPATH FROM NODE 5039.00 TO NODE 5040.00 = 528.3D FEET. END OF STUDY SUbII�.ARY : TOTAL AREA(ACRESi - �.56 TC{MIN.} = 12.45 � Y_PEAK'FLOW-RATEICESf==========3-49���===,=�t�______________________________ END OF RATI4NAL i+IETHQD ANALYSIS � • � �w���+r**tt**+�*r*t++*+*x**+x**++t*****tt+*++��***++r*x*+x**+**x+xxx**+*+*�* RA'Ti4NAL i�iETHQD HYDROI,OGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLpOD CONTRpL DISTRECT 19 B 5, 19 81 HYDROLOGY iKP Ni7A�, (c1 Copyright 1982-2001 Advanced Engineering So�tware faes? Ver. 1.5A Release Date: O1/O1/2001 License ID 1509 Analysis preparec3 by: PrpjectDesign Consultants 701 B Street, Suite BDO San Diego, CA 92101 (b19) 235-6471 ++++*+*++*�**+,..**.**+.*.*+ DESCRIP3'ION OF STUDY •***�*+*`** "*•'��**•'+>* * SRESSI RANCH - MASS GRA}:i�NG ULTIMATE COi1DITipNS * * PLANNING AREA 9- SYSTFM 5650 * * FILE: 5054.DAT '` ****Yr* f***f f*Yrfi� i! ** fi*Yr#* ***Y� *Y�***1# i**i#'�i� M iikiF*4y Y� f�i y Y!#1; ##!t*#*t*t1� *t* FILE NAME: SDSO.DAT TIi�SE/DATE QP STUDY: 14:54 09/03/2002 --------------------------____--__--------------------------------------------- USER SPECIFIED HYDRpLOGY AND HYDRAULIC MODEL IAiFORMATION: ----------------------______�------------------------------------------------ 1985 SAId DZEGO MANUAL CRITERIA USER SPECIFiEb STORM EVENT{YEARj = 100.00 � 6-HOUR DiFRATION PRECIPITATION (I13CHESj = 2.800 SPECIFIEA MFNxMUM PIPE SIZE{�NCHi = 18.00 SPECYFI�A PERCEN7' OF GRAD�EN'FSiDECIMAi�) TO US£ FOR FRICT2023 SLOPE = 0.94 SAI3 DIEGO HYpROLQGY 2+SA�T[JAL "C"-VALUES USED FOFt R.ATIONAL METHOD NOTE: ONLX PEAIC CONFLUEi�iCE VALUES C�NSIDERED *USER-DEFINED STREE't-SECTiONS F'OR CQUPLED P�PEFLOW AI3D STREETFLOW MODE�,* HALF- CiZOWN TO STREE'f'-CROSSFALL: CURH GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL Tid- / QU'I'-/PARK- HEIGHT WIDTH LIP HIKE FACTOR N0. {FT) (FTJ STDE / S�DE/ WAY (FT) (F'Tj {FT} (FT? {n) 1 2p 0�A'15.0 ' 0.020/O.d2D/0.020 0.54 1.50 0.4312 0.125 Q.Q175 GLOBAL S'I'REET FLOW-DEPTH CONS'i`RAII3'PS : 1. Relative Flow-I3epth = 0.04 FEE'i' as (Maximum A�lowable Street F�ow Depth) - ITop-of-Curbj 2. {DepthJ*(VeZocityl Constraint = 6.0 (F'i*FT/S} *SIZE PIPE WITH A FLOW CAPACI'i`Y GREATER THAN OR EQUAL TO THE UPSTREAM 'i'RIBUTARY PIPE." �**i.�kY**++x*t*t+�a*+*�*r+�***+r*+***++,o-****r,rw*r***i.**�*�i.i.�*v.*+ww�r{**w�rr,�+�r+* FLOW PROCESS FROM NODE 545i.1D TO NODE 5051.20 I5 CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSiS« «< ---------------------------------------------_-------------------------------- -------------------------------------------------------------�_..__---------- SZNGLE FAMILY DEVELOPMENT RUNOFF COEFFICIEN`F =.55�0 SOIL CLASSIFICATION I5 "D' S.C.S. CURVE NLlMBER (AMC II) = BB iNITIAL SLIBAREA FLOW-LENGTH = 220.00 UPSTREAM ELEVA'PION = 4d8.20 DOWNSTREAM ELEVATION = 44fi.20 � EL�VA'I'ION DIFFERENCE = 2.00 � URBAN SUBAREA O�TERLAND TI�IE OF FLOW(MTNU'I'ES} � 35.158 100 YEP.R RAINF'ALL INTENSITY(INCH/HOUR} = 3.b48 SUSAREP. RUNOFF{�FS? = 1.21 �OTAL AREA(ACRES} = 0.61 TOTAL RLTNOFF{�FS} = 1.21 *wx*r++*f+s+t�t+*****�**++*�++w+x+x+i.*w*+�*wr*�*��*t*tft*++�+t++*****+�***+*,k FLOW PROC�SS FROt�4 NODE 5051.20 'i`O I30DE 5051.30 ES CODE = 62 »»>COMPUTE STR�ET FLOW TRAVEL TIME THRU Si3BAREA« «< » »>(STREET TABLE SECTIpN # 1 USEDj « «< +UPSTREAM £LEVATIOI3(FEET}R���40fi.20 DOWidSTREAt+] ELEVAT�ON(FEET� = 401.94 STREE`I' LENGTH(FEETf = 23Q.OD CUFtB HEIGHT(INCHES} = 6.4 STREE'i' HALF'WIDTH ( FEETj = 20. DO DISTANCE FROM CRQWN TO CROSSFALL GRADEBREAK(FEETj = 15.00 INSIDE STREET CROSSFAI,L(DECFMAL} = d.020 OUTSTbE STFtEET CR05SFAI,L(DECIMAL) = 0.020 SPECIFEED NUMBER OF FiALFSTREETS CARRYTNG RUNOFF = 1 STREET PARKWAY CRdSSFAI,L(DECIMAi�) = 0.020 Manning's FAICTFON FACTOR for Streetflow Sectivn{�urb-to-curb) = 0.0175 Manning's FRFCTION FAC'TOR fpr Back-of-Walk Flow SecLion = 0.6149 x*TRAVEL 'i'IME COMPU'FED USING ESTI�IA'i'ED FLOW {CFS }= 3. 21 STREETFLOW MOI]EL R�SULTS USING ESTIMATED FLOW: STREET FLOW D�PTH(FEE'P) = d.33 HALFSTREET FLOOA WiI7FH(FEET} = 10.35 AVER.AGE FLOW VELOCi'?'Y {�EE7'/ SEC .] = 2. 69 PRODUCT OF DEPTH�VELOCITY(FT*FT/SEC.} - 0.9D • STREET FLOW TRAVEL TIME(MiN.} _ �.43 Tc(MIN.) = 16.5$ lOD YEAR RAINFAI�L INTFNSITY(INCH/HOLiR} = 3.404 SINGLE FAMILY D�[/ELOPMHN'i' Rii�OFF COEFFICIEI3'I' _.5500 SOIL CLASSIFICATZON IS 'D" S.C.S. CURVE ?�iUMBER IAMC I11 = 88 SUBAREA AREA(ACRESj = 2.J.3 SUBAREA RUNOFF(CFS) = 3.99 'i'OTAL AREA(ACRES} - 2.7A PEAK FLOW RATE(CFS} - 5.20 END OF SUBAREA STREET FLOW HYDRAULICS: fIEPTH(FEET) = 0.38 HALFSTREET FLOOD WIQTH(FEET) = 12.77. FLOW VELOCITY(FEETlSEC.) = 3.00 i]EPTH*VELOCITY(FT*FT/SEC.) = 1.14 LONGEST FLOWPATH F'ROM NO17E 5051.10 TO NQDE 5051.30 = 45a.00 FEET. #t #* t� ** �kYr * * * i� } ## f Y�ik++f �k�k Y�Y* * �Y*t Y Y Y #*�** **# �lr * M* *Yr * * ir* * #i*y� Yif Y4 t Y*f # *t*** �k*Yr FLOW PROCESS FROM NODE 5451.34 TO NODE 5057..Oa iS CODE = 31 »»>COMPi]`I'E PIPE-FLOW TRAVEL TIME THRU SUBAAEA««< » » >USSNG COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW]« « < -------------------------------------------------- ELEVATION DATA: UPSTREAM(FEETf = 441.90 DOWNSTREAi�I(FEETj = 401.95 FLOW LENG"I'H(FEET) = 22.36 MANNING'S N= d.013 ES'I'IMATED PIPE DIA�+3ETER(INCH) INCRFASED TO �a.aaa DEPT1-3 OF FLOW IN 18.0 INCH PIPE IS 7.6 INCHES PIPE-FLOW VELpCITY(FEET/SEC.) = 7.39 ESTIMATED PIPE DIAi�SETERfINCIij = 18.40 NUMBER OF PIPES = 2 PIPE-ELbW(CFSj = 5.2D PIPE TRAVEL TIME(MIN.1 = d.05 Tc(MIN.} = 16.63 LONGEST FLOWPATH F'R0�1 IdODE 5051.10 TO iVODE 5451.00 = 472.36 FEET. ++�r�*+�*�r*+,r�+r*++t�*+++++�r+ti�a*-r++rrri*x*+aa*+r+,r*t++f*+:r+*�w�+�ryt*++.+r � FLOW PROCESS FRQM NODE 5051.00 TO NODE 505�.00 IS CODE = Z . -- -------------------------------------�_�_____---------------------------- »»>pESIGNATE YNDEPENDENT STR&�Ni FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES LiSED FOR TNDEPENDEN'f STREAM 1 ARE: TIME OF CONCENfiRATION(MZN.) = 1b.63 RAIi+IFALL Ii1'I'ENSI'I'Y ( INCH/HR} = 3. 40 TOTAi, STREAM AREA{ACRE5) = 2.74 PEAK FLOW RATE{�FS) AT CONFLUENCE = 5.20 :rt+*ttt�>wr+.i.**�*,t,t*i.++,tWs+�*r+*++�tttttf*++++t*t**t**xfrw*�x+.i.x*x***i.i.ti.*v��r FLOW PROCE55 FROM NODE 5051.40 TO NODE 5051.40 IS CODE = 21 »»>RATIONAL METHO� IIdI'i`IAL SUBAREA ANALY5I5««< �^STI3GLE FAMILY DEVELOP3dEN'I' itUNOFF COEPFTCIENT = .5500 SpIL CLASSIFICATION IS "D' S. C. S. CU}2VE NiJMBER ( AMC T x} � S 6 INITIAL SUBAREA FLOW-LE[�IGTH = 120.00 UPSTRE.n.M Ei,EVATI0I3 = 405.70 DOWNSTREAM ELEVATION = 404.50 ELEVATION DIFFERENCE = 1.20 [T�tBAI�i SiTSAREA OVERLANI7 TiME OF FLOW(MIN{TPES) = 10.845 la0 YEAR itAINFALL INTF�}SITY ( INCii/HOUR} = 4. 477 SUBAREA RLTNOFF(CFSi = 0.54 TOTAL AREA(ACRES) = 0.22 �'OTAE� RUNOFF{CFS) = 0.54 *++�*t*+*r*x*�+*******+**wrti**w*�x+***t**++***++**w**wr��*******�**,r,taw*ww�w FLOW PROCESS FROM NpDE 5Q51.50 �`O NdD£ 5051.60 IS CODE = fi2 • »»>COA4P[J'I'E STREET FLOW T3tAVEL 'i`IME THfti3 SUBAREA««< »»> ( STREET �'ABLE SEC'i'ION # 1 USED) �«« iJPS'i`FtEAM ELEVATION(FEE'F) �_^ 404.30 DOWNSTREI�M ELEVA'i'IOAi{�'EET} - 401 .90 STREET LENGTH(FEET) = 12.00 CURB HEIGHT(INCHESi = 6.0 STREET HALFWII7FH(F�ET} = 20.00 DISTRNCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET} = 15.00 INSiDE STREET CROSS�'ALL(DECEMAI�j = 0.020 OUTSIDE STREET CR4SSFALL(DECIMAI�i = 0.020 SPECIFIED fV�fTMB�R QF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CRQSSFALL(DECIMALi - D.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175 Manning's FRIC�`ION FACTQR for Back-of-Walk Flow Section = 0.0149 **TAAVEL TIME COMPUTED USiNG ESTII�fP�TED Fi,OW(CFS] = 1.62 STKEETFLOW MODEL RESULTS USING ESTIMATED �'LOW: SfiREET FLOW DEPTH(FEET) = a.20 HAi�FSTREET FLOOD WID'i`H (FEET) = 3_ 82 AVERAGE FLOW VELOCITY(FEEfi/SEC.1 = b.14 PRpDUCT OF DEP'f`H&VELOCITY{FT*FTlSEC.I = 1.24 � STAEET FLOW TRAVEL TIME(MIN.) = 0.03 TC(NiIN.} = 10.88 �p0 YEAR RAINFALL I3dTENSITY{INCH/HOLiR� = 4.469 SINGI�E FAMILY DEVEE�OPMENT RUNOFF COEFFICFENT =.5540 SOIL C�,ASSIFICA`i'IQN IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA[ACRESI = 0.88 SLFBAAEA RUNOFF{CFS} � 2.16 TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATEICFS} � 2.70 • END OE SUBAREA 5`I'REET FLOW HYDRAULICS: . i C J DEPTH(FEET) = 0..23 HALFSTREET FL06D WIDTH(FEET) = 5.38 FLOW VELQCITY(FEE�/SEC.) = 6.63 DEPTH*VELOCITY(FT*FT/SEC.� = 1.55 LaNGEST FLOWPATH FROM NODE 5051.40 TO NODE 5051.60 = 132.Q0 FEET. +t++.+��***+«****�*..***++**t»+�*�*++t**++*****�*x+**++*+*w*.*��tt.+�*****+* PLOW PRpCESS FROM NODE 5051.60 TO NODE 5051.04 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMSPUTE PIPE-FLOW iAAVEL TIPSE THRU SUBAREA<¢«< »»>USI23G COMPU'I'ER-ESTIMATED PIPESIZE (NON-PRESSURE FF,OW? «�« ------------------- ELEVATION DATA: UPSTREAM{FEET) = 401.90 DOWNSTR.EAM(FEET) = 401.70 FLOW LENGTH(FEET) = 8.30 MANNING'S N= 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREA$ED TO 18.400 DEPTH QF FLOW FN 16.0 INCH PIPE �S 5.1 INCHES PIPE�FLQW VELOCITY(FEET/SEC.} - b.57 ESTIMATED PIPE DIAMETER(INCH} � 18.dd NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.7q PZPE TRAVEL TIME{MIN_} = 0.02 Tc{M�N.) = 1D.94 LONGEST FLOWPAT4-I FROM NODE 5051.40 i'O NODE 5051.00 = 14D.30 FEET. *+*++.��+**+*****„*.�***++*�+«*,�+v.***.**�t�*****..x**+***+*W*..*++++***�t*«*,. FLOW PROCESS FROM NODE 5051.00 TO [dODE 5051.OQ rS COf?E = 1 »»>DESIGNA'i`E INDEPENT]ENT STREAM FOR CONFLUENCE««< »»>AND COMPLITE VARTOUS CONFLUENCED STREAM VALUES««< 'F'QTAL NUS'iBER dF STREAMS = 2 CONFLUENCE VALUES USED FOR IIdDEPENDENT STREAM 2 ARE: 3'IME OF CONCENTRATIQN(MIN.) = 10.94 RAYNFALL II3TENSiTY(TNCH/Hft} = 4.45 TO'i`AL STREAM AKEA(ACRESj = i.10 PEAK FL4W RATE(CFS) AT CONPLUENCE = 2.70 " "` CONF�UENC E DA'I'A * * STREAM Ri3PI0FF Tc It�iI'ENSY'i'Y AREA Ai[.TMBER (CFS) (MTN. ) ( Ii�iCH/HOL7A) (ACRE1 � 5.20 16.63 3.39$ 2.74 2 2.70 10.9Q 4.453 1.30 RAINFALL INTQISITY A�1D 'FIME OF CONCE�ITRATION RA'i'TO CONFLUENCE FORMLTi�A USEb FOR 2 STREAMS . ** PEAK FLOW RATE TABLE *• - STREAM ALTNOFF 'FC INTENSITY N[7i+�BER (CFS} (M�N. } (INCH/HOUR) 1 6.6b 10.90 4.463 2 7.26 16.63 3.396 COMPUTED CONFLUENCE ESTIMATE5 ARE AS FpLLOWS: PEAK FLOW RATE[CFSJ = 7.26 'Fc(MIA3.} - TOTAL AREAfACRES} - 3.84 LONGEST FLOWPATH FROM [VODE 5451.16 Tp �IODE 16.b3 505Z.OQ = 472.36 FEE`�. «*�*�*,..**�+t+.�.+*+*+*�r���.*��.�*.x+,r*�**�*...*.+*�****+*++++*�.�t*�+****+. FLOW PROCESS FROM NQDE 5051.00 TO NODE 5fl52.D0 I5 CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME 'i`HRU SiTBAREA««< »»>i35ING COMPUTER-ES'I'IMATED PIPESIZE (NON-PRESSL7RE FLOW) ««< --------------------------_-- ELEV7ITI ON DATA UPS'T`REAi�f f FEET j= 4 D 1. 5 D DOWNS'I'RERTS ( FEET j= 3 9 6. 3 0 FLOW LEI�GTHIFEETi = 470.00 MAN�TING'S N= 0.013 • pEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES PIPE-FLpW VELOCITY(FEET/SEC.} = 6.4D ESTIMATED PIPE DIAMETER(INCH} = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.26 PIPE TRAVEL TIME{MIN.} = 1.22 Tc(MrN.j = 17.86 LQNGEST FLOWPATH FROM NdDE 5051.�a TO NODE 5052.00 = 942.36 F£ET. t t * * * # * * ! * f f t * * * * * * * * � * * y * # * * * * * * * * * * w * * * f * f * * * * * * * * * * * * # f # * # * t * * � * * # � * * * f # # FLOW PROCESS FROM NODE 5052.00 TO NODE 5052.40 IS CODE = 1 T»»>DESIGNATE INDEPENDEN'i' STREAM FOR CONFLUF.t�CE««< JTOTAL NUI"IBER OF STREAMS = 3 CONFL[3ENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCEN'I`RA`iION (MIN. }= 17 . 86 RATNF'ALL INTENSITY{�NCH/HR) = 3.25 TO'i`Ai, STREAM AfiEA f ACRES }= 3. 84 PEAK FLOW RATE{CFS} AT CONFL(7FNCE = 7.26 *+**..+t**t..,+*+,r�*.+*+..*�**+*v.t*.+++++***..****+��.+t****�****�.++*+++**,.*� FLOW PROCESS PROM NODE 5QS2.10 TO NODE 5052.30 I5 COAE = 22 A»»>RATIONAL METHOD ZNITIAL SUBP.3tEA ANALXSIS<¢«< ----------------------- SINGLE FAMiLY DEVELOPMENF RUNOFF COEFFICIENT =.5500 SOIL CLASSTFICATION IS "D" , S. C. S. CURVE EV[.TI�fBER ( AMC I I 1 = 6 B ' USER SPECiFIED Tc(MIN.j = 5.OD0 100 YEAA RAINFALL INTE�ISI'I'Y(IIdCI-i/HOi7R) = 6.559 SCFSAREA RUNOFF(CF51 = 3.57 . TOTAL ARF.A(ACRES) = 0.99 TOTAL RUI30FF(CFS) = 3.57 «*«++*+.*.*�*f+***s***w*�*r***�r.*.t*****�«****W.+++*s*w�***�*w*+*t:**�*�***,r FLOW PROCESS FROM NQDE 5052.10 TO NODE 5052.00 IS C4DE = 31 ^»»>CQMPLiTE PIPE-FLOW TRAVEL TIN3E TfiRU SUBAREA««< »»>USING CONiPEiTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< _-_____==___�, �______===------- ---------------------------------__ ELEVA`i`ION DATA: UPSTREAk3IFEETi = 396.50 bOWidS'PREAM(FEETa = 396.30 FLOW LENGTH(FEET) = 8.30 MANNING'S I�i = 0.013 ESTIMATED PIPE DIAMETER(INCI-11 INCAEASED TO 18.000 DEPTH OF Fi,QW IN 16 . Q ID3CH PIPE I5 5. 9 INCHES PIPE-FLOW VELOCITY(FEE'F`/SEC.J = 7.�� ESTIMA`I'ED PiPE DIAMETER{INCH? = 18.00 NUMBER OF PIPES = 1 PIPE-FLOWICFS} = 3.57 PIPE TRAVEL TIMEfMiN.i = 0.02 Tc(MIN.? = 6.02 LONGEST FLOWPA'FH FRQM PIOi]£ 5Q52.J.0 'I'0 NODE 5a52.00 = 298.30 FEET. *+**+****�+t****+****av�***t*++*�«****+�wrr�*****x***��+****�t*�*****+�rx*>t*+ FLOW PROCESS FROI� NOdE 5052.00 TO NODE 5052.00 IS CODE = 1 »»>DESIGNATE INDEPENDEiJ'I' STREAM FOR CONFLUENCE««< TOTAI.. NLJMBER OF STREAMS = 3 COidFLUENCE VA�,UES i3SED FOR INDEPEIdDEN'F STREAM 2 ARE: TI41E OP CONCENTRATIO[V(MiAi. )= 6. 02 RAINFAIaL INTFNSITY ( INCH/HFt? = 6. 55 TOTAL STREAM AREA(ACRES) = 0.99 PEAK �'LOW RATE(CFSj AT CONFLUENCE = 3.57 • ..**.**�*.�.�.*+****.*.**+++.�t,,.�*.***.**.**+*�+.*+�.*�*+�.+�..��+���*+*�*t � FLOW PROCESS FROM NODE 5Q52.30 TO NODE 5052.9D IS CODE = 21 »»>RA`i'IONAL METHpD INITIAL SUBAREA ANALYSXS««< R SINGLE FAMILY DEVELOPMEN'T' RUNOFF CQEFFICIENT =.550D SOIL CLASSIFICATION I5 "D" 5. C. S. CURVE NLTMBER (IaMC I I) = 88 INITIAL SLT$AREA FLOW-LENGTH = 144.04 UPSTREAM ELEVATION = 405.20 DQWI�STREAM ELEVATION = 403.80 �i,�VATIOfI DIFFERENCE = 1.40 iiRBAD3 SiJSAREA OVERLAND TTME OF FLOW (MINU'PES )= 11 . 714 100 YEP,R ftAINFA�,L INTENSITY ( INCH/HOUR} = 4. 260 SUBARF..A RLiNOFF {CFS 1= 0. 61 TOTAL AREA{ACRES) = 0.25 TOTAL RUNOFFfCFS} = 0.61 w+*w****�*tw*+fttt+*++.x*�ti�++*+*�,t+wwt,t+i.f+�*+***+t**+.�wa*w**++i.i.++�+**t*rt+ FLOW PROCESS FROM I30DE 5a52.40 TO �70DE 5052.20 IS CflDE = 62 »»>COMP[FPE STREET FLOW TRAVEL TIME THRU SUSAR�A�« « »»> {STREET TABLE SECTIOPI # 1 USED) ««< ------------- «UPSTREAM ELEVATIQN{FEET)�=� 403.Sa DOWNS�'REAhE ELEVATI023{FEET) = 396.50 STREET LENGTii(FEET) = 205.00 CURB HEIGHT(INCHES) = fi.0 STREE'i' HALFFII D'I'H ( FEE'I' }= 2 0. 0 0 DISTANCE FROM CROWN TO CitOSSFALL GRADEBREAK{FEET) = 15.00 INSIDE STREET CROSSFALL{DECIihAI�} = 0.420 OUTSIDE STREET CROSSFALL{nECIMAL} = 4.020 � SPECIFIED NLFMBER OF HALFSTREETS CARRYING RUNOFF � 1 STREET P}LRKWAY CROSS�'ALL{DECIMALi 0.02D Manning's FRICTIOI3 FACTOR for 5treetflow Sect�on{curb-to-curbj = O.D175 Manning's FRICTION FACTOR for Back-of-Walk F3ow Sectian = 0.0149 **TRAVEL TIME COi4PUTED USING ESTIMATED FLOW{CFS} � 4.16 STREETFLOW t+90DEL RESULTS iJSiNG ESTI3�SATED FLOW: STREET FLOW DEPTH(FEETj = 0.33 ' HAI�FSTREET FLObD WIDTH(FEET) = 10.13 AVER.AGE FLOW VELOC�TY(FEET/SEC.) = 3.63 PRODiFCT QF DEPTIi&VEiOC TTY {�* FT/ SEC .) = 1. 19 STREET FLOW TRAVEL TTMEi�']IN.} = 0.94 TC(44IN.) = 12.55 100 YEAR iZAINFALL IN'fENSITYfINCH/HOUR) = 4.053 SINGLE FAMILY bEVELOPMF.bIT RUNOFF CdEFFICIENT =.5500 SOIL CLASS�FICATION IS "D" S.C.S. CURVE NUMBER (AMC II} = 88 SUBARSA AREA;ACRES) = 3.18 SUBARF.A RUIdOFFiCFSj = 7.09 TOTAL AREA{ACRES) = 3.44 PEAK FLpW I2ATE(CF5) = 7•70 END OF SUBAi2EA 5'FREET FLOW HYDRAULICS : DEPTH(FEE`i') = 4.39 fiALFSTREET FLOOI7 WIDTH(�'EE'F) = 13.06 FLOW VELOCTTY(FEET/SEC.) = 4.22 DEP'I'H*VELpCITY(FT*FT/SEC.} - 1.64 LONGEST FLOWPATH FROM NODE 50�2.30 TO idOAE 5052.2Q = 345.OD FEET. r++*�***.,.«.***+++*+�+�t��+���.*t+*+*+*+«*.«..**++�+,�.++***++..*,..**.****+*�� ELOW PROCESS FROM NODE 5052.20 TO NODE 5052.00 I5 CODE = 31 »»>COMPUTE PZPE-FLOW TRAV�L TIME THAU SUBAREA« «< » » >USING COMPU'i'ER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW} « « < -----------------------___---------------- • ��LEITATIOiV DATA: UPSTREAM{FEET) = 346.50 DOWidS'i'AEAM{FEET) = 395.00 � FLOW LENG�H{FEE�] = 22.00 MANNTNG'S N= 0.013 ESTIMATED PIYE DIAMETER(INCH} ZNCR�ASED TO 18.000 DEP�H dF F�OW IN 18.0 INCH PIPE IS 9.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.55 EST�MATED PIPE D�AME�ERIINCHj = 18.OD NUMBER OF PIPES = 1 PIPE-FLOW(CFSi = 7.70 . � PiPE TRAVEL TTM�{MIN.) = 0.04 TC(MIN.) = 12.74 LONGEST FLOWPATH FROM NODE 5052.3D TO NODE 5052.00 = 367.OQ FEET. +�+*t�*t**�***++�+«�+******�*�.************�+�***++*t++**+*+t**+t+�*+++*t�*+ FLOW PROCESS FROM NODE 5452.00 TO NODE 5Q52.00 �S CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE �NDEPENDE�V'P STREAM FOR CQNFLUENCE« « < »»>AND COMPUTE VARIOUS CONFLUENCEB STR��hi VALUES««< ---------------------------------------------------------------------------- TQTAF� NUMBER OF STREAMS = 3 CONFLLTENCE VALCTES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCF�13'PR.ATION(MIN. ) = 12.7D RAINFA�L IA3'I'F�VSITY ( INCH/Hftj = 4. 04 TOTAL ST32EAM ARF�A(ACRES} - 3,qq PEAK FLOW RATEiCFS} AT CONF�,UENCE = 7.70 ** CONFiU£NCE DATA ** STREAM R[Jt30fiF Tc INFEIVSITY AREA NUMBER (CF5) (3�3IN. ) (INCH/FiOUR} {ACRE} 1 7.26 17.86 3.246 3.84 2 3.57 6.02 6.545 0.99 3 7.70 12.70 4.044 3.44 RAINFALL II3'I'ENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREA.MS. ** PEAK FLOW RA'iE TABLE ** STREP.M Ri][dOFF TC INTENSITY NLT3�4BER (CFS) (MIN. ) (INCH/HOURI 1 11.93 6.02 6.545 2 15.73 12 .'70 4. Q44 3 15.21 17.86 3.246 COMPUTED CONFLUENCE ESTIMATES AAE AS FOLLOWS: PEAK FLOW RATE(CFS} - 15.73 Tc(MIN.} - TOTAL AREA(ACRES) = 8.27 LOIdGEST FLOWPATH FROM NODE 5451.1D TO NODE 12.7Q 5052.00 = 942.35 FEET. ,.,.**�*******�*****+**+*+****�+*.****«.,*******.**,.*+*�****+*�****�********�** FI�OW PROCESS FRp�7 NODE 5052.00 TO NODE 5Q52.50 IS CODE = 33 »»>COMPU'I`E PTPE-FLOW `i'RAVEL TIi+fE THRU SUHAREA««¢ »»>USING CQMPUTER-ES'I'TMATED PIPESIZE (N4N-PRESSCTAE FLQWj ««< ---------------------------------------------------------------------------- ELEVA'FIpN DATA: UPSTREP.M(FEE'I') = 396.30 DOWNSTREA�IfFEET� = 379.50 FLpW LENGTH(FEET} = 335.00 �ANNING'S N= 0.0�3 DEP'TH 0�" FLOW I?�1 18.0 ZNC�-I PIPE IS 7.1.3� INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.69 ESTIi+7ATEA PIPE DIAMETER(INCH) = 18.00 NUNfBER OF PIPES = 1 PIPE-FLOW(CFSj = 15.73 PIPE TRAVEL TIME(MIN.j = 0.41 TC(MIN.) _�3.10 LOF�IGEST �'LOWPATH FROM NODE 5051.10 TO NODE 5452.54 = 1277.36 FEET. ++**�.****.**�,.*.**.****..****..�++.**�**+**„+**„***+�+«*.,.��*,.*���,.�.*,...** FLOW PROCESS FROM N�i)E 5052.5D TO NODE 5055.30 25 CODE = 31 � ---------------------------------------------------------------------------- »»>COMP{J'I'E PIPE-FLOW 'FRAVEL 'FTME THRU SUBAREA««< »»>USTA3G COMPi]TER-EST�MATED P�PESIZE (NO[V-PRE55URE FLOW}<¢«< ---------------------------------------------------------------------------- ELEVATIOI3 DATA: UP5'i'REAM{FEET) = 379.50 DOWNSTREAI+f(FEET} = 356.54 FLpW LENGTHfFEETi = 29a.00 MANNING'S N= 4.013 ESTIMATED PIPE DIAMETER{INCH} �NCREASED TO 18.000 DEPT'H OF FLOW IN 18.0 INCH PIPE IS 9.6 INCHES ' PIPE-FLQW VELbCITY{FEET/SEC.� = 15.33 ESTIMATED PIPE DIAMETER{INCHi = 18.00 i�TUMBER OF PIPES = 1 PIPE-FLOW(CFS} - 15.73 PIPE `i`RAVEL TIME(MIN.� = 0.30 TC(MIN.� = 13.40 LpNGEST FLOWPATH FROM A10D£ 5051.�0 TO NODE 5055.30 = 15b7.36 FEET. ***�***+*r,�,.t*.�.+*�f��++t�.+*t*ttt*3**+*�+,.+,.****+*****.**+******«+,.******* FLOW PROCESS FROM NODE 5055.30 TO NdDE 5055.30 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGi�FATE II3DEPETFDENT STREAM F03t COI�IFL[3ENCE««< ----------------------------------------__________----_------------------------ ------------------------------------------------------------------_------_--_--_ TOTAL NUMBER OF STREAt�fS = 2 CONFLUENCE VAI,iJES USED FOR IAFDEPENDENT STREAM 1 ARE : TIME OF COI3CEN'tRATIdN(MIN. ) = 13.44 RAINFALL INTENSITY(INCH/HR) = 3.91 TOTAL S�'FtEAM AREA (ACRESJ = B. 27 PEAK FL4W RATE{CFS} AT CONFLUEi�ICE = 15.73 *t***.:*t**++****+.*t*«**t,.****�*,.,.****x**�**�*..�****�*+*,+*�,r**«���r**f,r+*+*v� FLOW PROCE55 FRONf NODE 5455.10 Tb NODE 5055.20 IS COD� = 21 ----------------------------------------------------____------_-_______-___-- »»>RA'FIONAL METHOD INITIAL SUBAREA ANA�,XSIS««< . SINGLE FA�+]ILY DEVELOP3+fENT RUNOFF COEFFiCIENT = J55004«===�===T'=^'=__'____ 50IL CL�ASSIFICATION IS "D' S.C.S. CURVE NUMBER (A91C II) = BB INITYAL SUBAREA FLOW-LF�fVG'E`H = 130.00 UPSTREAM ELEVATION = 385.60 DOWNSTREA3�7 ELEVATION = 384.30 ELEVATION DIFFERENCE = 1.30 � URBAN SUBAREA dVERLAND TIME OF FLOWIMINUTE51 = 11.288 �OD YEAR RAINFALL INTENSITY(INCH/HOUR} = 4.353 SUBAFiEA Ri]DIOFF(CFS} = 0.91 TOTAL AREA(ACRESf = a.38 TOTAL RUNOFF(CFS) = 0.91 *.**+.***,,.,.,..:x***..**,.��.***.+.,.,.**��++*++++**��.�«.W*+**�*�**.��.****�+++* FLOW PROCESS FROM NODE 5055.20 TO NODE 5055.00 IS CODE = 62 »»>COMPUTE S'I`REE'i' FLOW TRAVEL TIME `FHRU $U$AAEA««< » » >{STREET TABLE SECTTON # 1 USED) « « < LTPSTREP.M ELEVATIONdFEET} � 383.60 DQWNSTREAM ELEVATIOPI{FEET} = 358.3D 5'I'REET LENGT'F3{FEET) = 452.00 CURB HEIGHT(INCHESJ = 6.0 STREET HALFWTDTH(FEET} � 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEETj = 15,00 INSIDE STREET CROSSFALL(DECIMAL} = p.020 OUTSIDE STREET CRO55FALL(DECIMALy = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL} = O.D20 Manning's FRICTIQN FAC�'OR for Stree�flow Section(curb-tp-curb} = 0.0175 • Manning's FRICTION EACTOR foX Back-of-Walk F�ow Section = 0.0149 � � � **TRAVEL TIME CO2+9PUTED USING ES'i'IMATED FLOW {CF5 j= STREETFLOW MQBEL RESULTS i3SING ESTIMATED FLOW: STREET FLpW DEPTHfFEET) = 0.31 HALFSTREET FLOOp WIDTH(FEE'I'} � 9.13 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.31 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.f = 1.33 STREET FLOW TRAVEL TIME(MIN.f = �.75 Tc(MZN.j =�3.04 100 YEAR RAINFAi�L INFENSITY ( It�iCH/HOURi = 3. 976 STNGLE FAMTLY DEVELOPMENT RLTDiOFF COEF'FICIE2V'I' _.55D0 SOIL C7.,ASSIFTCA'FIOAI IS "D" 5.C.5. CURVE NUriBER {AMC TT} _ $$ SLIBAREA AREA(ACRES) = 2.91 SUBARF.A RUNOFF(CFS) _ TOTAL AREA(ACRES) = 3.29 PEAK FLOW RATE(CFS? _ 4.10 6.36 7.28 END OF SUBAREA STREET FF,OW HXARAUI,�CS : DEPTH{FEET) = D.36 HP,LFSTREET FLOOD WIDTH(FEETi = 3.�.65 FLOW VEi,OCITY(FEET/SEC.) = 4.93 DEPTH*VELOCI'I'Y(FT*Fi`/SEC.) = 1.77 LOAIGEST FLbWPA'i`H FROM NODE 5055.10 TO NOAE 5055.00 = 582.00 FEE'i'. *��**„+***�+*++*+f�++*,.t#�*�**v.+***�****,r**++**+**,r,r**++**,r****+****+***,r*v�* FLOW PROCESS FRQM NOUE 5055.00 ?'O NODE 5055.30 ?S CaDE = 31 »»>COMPUTE PFPE-FLOW TRAVEL TTME THRU SIFSAREA« «< »»>iJS2NG COMPUTER-E$TTMA'I'ED PiPESIZE (Np13-PRE$ST3RE FLOW) ««< ---------------------------------------------------------------------------- EL�IATION DATA: UPSTREAM(FEET� = 356.30 DQWNSTREAM{FEET� = 356.50 FLOW LENGTH(FEETj = 90.00 MANNING'S 2�i = 0.013 ESTIMATED PIPE DIA2+FETER(INCHj INCREASED TO 18.d00 DEPTH OF FLOW EN 1$.0 INCH PIPE TS 9.2 IPICHES PTPE-FLOW VELOCITY(FEET/5EC.1 = 8.04 ESTTMATED PIPE DIANIETER(INCHj = 18.00 NUMBER OF PIPE$ = 1 PIPE-FLOW{CFS} = 7.28 PTPE TRAVEL TIMS(Iy3IN.) = 0.19 TC(MTN.a = 13.22 LONGEST FLpWPATH FROM NpDE 5055.10 TO NODE 5055.3Q = 672.Od FEET. x***++�**�+�++*.,�+++�++*+**�++*�**+�+**++++�**+���..*sy.f*+.++*++�**+�#*+��� FLOW PROCESS FRpM NODE 5055.34 TO NpD� 5055.30 �5 CODE = Z »»>DESTGNATE INDEPENDENT STREAM Fp12 COI3FLUENCE««< »»>AND COMPUTE VARIOUS COi�1FLCTENCED STREAM VALi3E5«¢« ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL N[]MBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDEAIT STREAM 2 AAE: TIM£ OF CONCENTRATION(3+IIN.} = 13.22 RAINFALL INTENSITY(�NCH/HR� = 3.94 TOT�1L STREAM AREA(ACRESf = 3.29 PEAK FLOW RATE(CF5} AT CONFLUENCE = 7.28 ** CONFLUENCE 1]ATA "* STREAM RUI30FF Tc INTENSITY AREA 3di1MBER (CF5) (MIN. } (INCH/I-IOUR1 (ACREj 1 15.73 13.44 3.9D6 8.27 2 7.28 13.22 3.940 3.29 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUEI3CE FORMULA USED FOR 2 STRE.�MS. ++ p� FLOW RATE TABLE �* STREAM RUNOFF 'Fc II�TENSI`�Y NUMBER (CFS) (MIN. ) (II3CH/HOUR) r� LJ C.� 1 22.$7 13.22 3.940 2 22.94 13.40 3.946 COMPUTED CONFLUENCE ESTIMATES AFtE AS FOLLOWS: PEAK FLOW RATE(CFS} = 22,94 Tc(MiN.f = TOTAL AREA(ACRESI � 11.56 LONGEST FLOWPATH FROM NODE 5451.10 'i'0 NODE �3.40 5055.30 = 1567.36 FEET. +.*+**+*+**x***xw,r*****+*****r**t+t+++t*f+ft+t*ttzrtfr+*ty.tw�i.t*w*�w�w*i.vrr�*k FLOW PROCESS FROI�4 NODE 5055.30 TO NODE 5056.�4 IS CODE = 31 ----------------------------------_____---------------___---------------------- »»>COMPUTE PIPE-FLOW TRAVEL TI2�E '�'HRU SUBARF,A««< � »»>[JSING COMPUTER-ESTIMATED PIPES�ZE (NO�I-PRESSLTRE FLOW) ««< -----------------------------------------------------------....__�_..________-- ELEVAT�QN DATA: EJPSTREAM{pEET} = 356.5D D4WNSi'REAi�SIFEET) = 331.50 FLOW LFNGTH ( FEET) = 250 . 00 MAi�F3dING' S N= o. ai3 DEPTH Q�' FLOW Ii�T 18.0 INCH FTPE IS 11.4 INCHES PIPE-FLpW VELOCITY{FEET/SEC.} = 19.45 ESTIMATED PIPE DIAMETER{INCH} = 16.40 NUMBER 0�' PIPES = 1 PTPE--FLOW(CFSi = 22.94 PIPE TRAVEL TIMEfMEN.} = 0.21 Tc(MIN.} � 13.62 LONGES'F FLOWPATH FROM NODE 5051.10 TO NODE 5056.1D = 1B17.36 FEET. ---------------------------------------------------------------------------- --------------------------------------------_--_--__----_--__-------___.. ____------ END QF STUDY SUI�IIdARY : TOTAi, AREA(ACRES} = 1i.56 TC(MIN.} - 13.52 PEAK FLOW RATE{CF5) = 22.94 � -----------------_--__-------------------------------------------------------- -------------------------------------------------_---_--------------------�_�_--- ----------------------------------------------------------------------------- -------------------------------------------------___-----__--------------------- ENFJ OF RATIONAL METHOD ANALYSIS � � ♦*�*+++Yti+*t**�r*t*at**aaa***+t+x+�tr*w*+i*+*�ttr**rt+t�**+t+++a+*txt*x+t*rt* RATIONAL METHQD HYI]ROLCIGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOA CONTROL bISTR2CT Z985, 1981 HYDROLOGY MP.NIJAL (c1 Copyright Z9$2-2001 Advanced Engineering 5oftware (aesj Ver. 1.5A Re�ease Date: 01/01/2001 License ID 15�9 Analysis prepared by: grojectDesS.gn Consul.tants 701 s Street, Suite 800 San Diego, CA 921D1 (619} 235-6471 +*+********�w.*w�w.wa*��** DESCRIPTION OF STUDY *,r*,ra�*+*****�wwa*ww.+rw*** * BRESSI RANCH - MASS GRAf�ING ULTIMATE CONDITIONS RESIDENTIAI, * • PLANNING AREA 8- SYSTEM 5055 * * FILE: 5055.DAT * ****„**�+*+,.�+**,.*�*�****+***+****�****�++*+****+**,r****�**�.*+***+**+**+** FILE NAME: 5Q55.DAT TIi]E/DATE OF STiTDY: 15:06 09/03/2D02 -------------------------------------------------------------------------..__.. t35ER SPECIFIED HYb�tOLOGY ANb I-CYDRAULTC 3�tQDEL INFpR39ATION: --------------------------------__----------------___------------------------- 1985 SAN DIEGO MANUAL CRiTERiA IiSER sP�c��z�D s�ro� �.v�rrsY�f = �ao.00 � 6-HOUR AURA'T'ION PR�CTPTTATION (INCHES) = 2.$40 SPECIFIED MINIMUM PIPE S�ZE(INCH} � 18.40 SPECIFI�A PERCEN'I' OF GRADIEIVTS(DECIMAL) TO iJSE FOR FRICTION SLOPE = 0.90 SAI3 DIEGO HYDROLOGX MANUA..L "C"-VALUES USED FOR RATIONAL MET'Hp17 i�}OTE: ONLY PEAK CONFLUENCE VAI.iJES COAiSZAEi�ED *iJSER-DEFINED STREET-SECTIONS FOR C4UPI,ED PIPEFLOW ANI] S'i'Ft�ETFLOW MODEL* HAI,F- CROWN TO STREET-CROSSFAT,L: CiiRB GUTTER-GE4METRiES: MANIJiI3G WIEYiH CRQSSFAI,i, IN- / OUT-/PA3zK- HEIGHT WIDTH LiP HIKE FACTQR NO. {FT) (FT} SIiaE / SIDE/ WAY (FT} (FT} {F`F? (FT} (n} --- ----- --------- ----------------- ------ ----- ------ ----- ------- J. 20.0 15.0 O.Q20/Q.D20/0.020 0.5D 1.5fl O.Q3Z2 0.125 0.0175 GLOSAL STREET FLOW-DEP'�'H CONS`1'RAIN"FS : 1. Relative Flow-Depth = O.OD FEET ,. as fMaximum Allowable 5treet Flow Depth} -(Top-of-Curb1 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/Sj *SIZE PIPE WITf-I A FLOW CAPACITY GREATER `i'HAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *.��*�***++�+t*+*+**++tt��***.+++*t++****+t*+**«++.****�*****�*�.�**.***,.«�.,* FLdW PROCESS FROM idODE 5056.24 'I`0 NODE 5056.3D �S CdDE = 21 ---------------------------------------------------------------------------- »»>RATIOI3AL METHOD INITIAL SUBAREA ANAi,YSiS««c ----------------------------------------------------------------------_-__--__ ---------------------------------------------------------------------------- STNGLE FAMILY DEVELOP3�iENT R[TNOFF COEFFICIEN'F =.550Q SOTL CLASSIFICATION IS "D" S. C. S. CURVE NUMBER ( Ai�fC I I j = 8 8 INITTAL SUBAREA FLQW-LENGTI-I = 100.00 iTPSTREAM ELEi7ATI0N = 360.7D DOWNSTREAM ELEVATION = 359.70 � ELEVATION DiFFERENCE = 1.00 ,� URBAN SUBAREA OUERLAND TIME OF FLQW(MTNUTES} - 9.9flp 104 YEAR RAINFALL IN`i'ENSITY{INCH/HOURj = 4.748 SUBAREA RUNOFFICFS) = 0.26 TOTAL AREA(ACRES) = 4.10 �`QTAL RUNOFF(CFS) = 0.26 +,t***�*�,ri.+xrr+**t*t+**+*tt+t*++tfft++*rttt++++*#irs**r*r*#yr*www+##*t*t*w+�* FLOW PROCESS FRQM NpDE 5056.30 Tp NODE 5055.4Q IS CODE = 62 »»>COI+iPU'i`E STREET FLOW 'i'�tAVEL 3`FME THRU S[3BAREA««< » » >(STREET TABLE SECTION # 1 USEDf « « < -------------------__---_�_--_------------__________---------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIQN(FEET� = 359.7a DOWNSTREAM ELEVATION(FEET) = 344.00 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HAIIFWIDTH{FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL} = 0.020 OU'PSIDE STREET CROSSFALL(DECIMAL} = 0.020 SPECIFI£D NUMBER OF HI�LFSTREETS CARFtYIPiG Ri]i�70FF = 1 STREET PARKWAY CRQSSFALL(DECIMAL} = 0.420 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb} = 0.0�75 Manning's FRICTION FACTOR for Sack-of-Walk Flow 5ection = 0.0149 **TRAVEL TIt+]E CQMPUTED USiNG ESTEMATED FiAW(CF5) = 1.30 S'i'REETFI,OW 3+i0DEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTI-f(FEET� = 0.22 HALFSTREET FLOQD WIDTHIFEET) = 4.92 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.60 PRODUCT OF DEPTH&VELOCITY{FT*FT/SEC.) = 0.81 � STREET FL4W TRAVEL TIME(I�SIN. )= Z.15 Tc(MIid. }= 11.46 140 YEAR ItAII3FAi,L INTENSITY ( INCd-I/HOUR) = 4.421 SINGLE FAMILY DEVELOPMENT RUNOFF CdSFEICEENT =.55Q0 50IL CLASSIFICA'�`ION IS 'D' S.C.S. CURVE I3UMBER (Ai�4C I�) = 88 SUBAR£A AREA{ACRES) = 0.85 SUBAREA RLTNOFF{�FSi = 2.fl7 TO'i'AL AREA(ACRES) = 0.95 P£AK FLOW RATE{CFS) = 2.33 ENt] OF 5C7BAREA STREET FLOW HYDRAULFCS : DEPTH(FEET) = 0.26 HAI�FSTAEET FLOOD WIDTH(FEET) = 6.79 FLdW VELOCITY(FEET/SEC.� = 4.02 DEPTH*VELOCITY{FT*FT/SEC.) = 1.05 LONGEST FLOWPA'i'H FROP4 idODE 5056.20 TO NODE 545b.40 = 35�.00 FEET. .*�****,.,..***+**+*�...,.,.*�...**..*��x***.«+,.+�...,.*x+.*****�..,**+**�*++*�+*+*+ FLOW PROCESS FROM NODE 5056.4� �'d NODE 5056.80 IS COD� = 31 »»>COMPUTE PIPE-FLOW TR.AVEi� TIME THRU SL7BAREA««< »»>US�NG COMPUTEl2-ESTIMATED PIPESIZE (NOI3-P1�ESSURE FL04JJ ««< ---------------------------------------------------------------------------- ---__-----�_________________________------------__T_--------------------------- �LEVATTON DA'I'A: i.7PSTREAM{�gET} = 344.D0 ]30WNSTREAM{FEET) = 343.8D FLOW LENGTH(FEETi = 8.3D MANNTNG'S N= 0.013 ESTIMATED PTPE DIAMETER(INCHj INCft�ASED TO 18.000 DEPTH OF FLOW I23 18.0 �NCH PIPE IS 4.7 INCHES PIPE-FLOW VELOCTTY(FEET/SEC.} = 6.31 ESTIMATED PIPE DIAMETERIzNCH� = 18.00 �ILiMBER OF PIPES = 1 PIPE-FLOWfCFS) = 2_33 PIPE TRAVEL TIME(MIN.) = 0.02 TCIMIN.} = 11.08 LO�IGEST FLOWPATH FROM NODE 5056.20 TO N�DE 5056.80 = 358.3� FEET. kYr********#iFfr* *iFY� *iFYrrt*M**�k*k*iF# *****Yr*Yr**iF:F*�kkYr***I4Yr#iF#* ki� YriF*kiF�Jrf *f iFik***�R�kK � FLOW PROCESS FROM NaDE 5056.8D TO [�OD� 5�56.80 �S CODE = 1 � "�-------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< ---------------------------------------------------------------------------- TOTAL NUMBER OF STR�AMS = 2 CONFLUENCE VALiJE5 USED FOR �Nf}EPEi1DENT STREAM 1 ARE : TIME OF CONCENTRATI023{MIN.) = ll.fl8 RAINFALL INTENSITY(INCH/MR} = 4.42 TOTAL S'I'REAM AREA(ACRES) = 0.95 PEAK FLOW RATE(CFS) A7' COI�FLUENCE = 2.33 +******�*t*.,*+**�*x�.***+�,,,.*.�*.*+*�****.*******+�,...******.,.�**�,.***,.***+ra FLOW PROCESS FROM NODE 5056.50 TO NODE 5056.60 IS CODE = 21 ---------------------------------------------------------------------------- »»>RA'F'IONAL ME'FI-i0D INITIAL SUBAREA ANALY5I5««< SINGLE FAMIiY DEVEi,OPMENT RUNOFF COEFFICIE�3'I' =.5504 SOIL CLASSIFICAT�ON IS 'D' S.C.S. CiTRVE NUMBER (AMC II) = BB INITIAL SUBAREA FLOW-LFNGTH = 130.00 UPSTREAM ELEVATION = 3B5.60 DOWNSTREP.M E�,EVATION = 384.30 ELEVATION DIFFERENCE = 1.30 URSAN SUHAREA OVERLPND TI[fE 4F FLOW{MYNLT'PES� _ ].1.29B 100 YEAR RAINFALL INTENSITY(INCH/HdUR) = 4.363 SUBAREA RUNOFFfCF5) � 0.50 TOTAL AREA(ACRES} - 0.2i TOTAI, RI7NOFFICFSj = 0.5d +**�***+**»****,.�+*+***�*****�**��***�*******,.****�****�*****+*******+�***** FLOW PROCESS FROM NODE 5055.60 TO NODE 5056.70 IS COflE = 62 ---------------------------------------------------______-----____-----_____- • »»>COMPUTE STREET FLOW TR.AVEi, TIt4E THRU SLiBAftEA««� »»> (STREET TABLE SEC'i'IOi�F # 1 USED} ««< UPSTREAM ELEVATION(FEET) = 383.60 DOWNSTREAM ELEVATION(FEET) = 344.40 STREE'i' LENGTH(FEET) = 940.QQ CiJRB HEIGHT(INCHESj.= 6.0 STREE'I` I-�AI�FWIDTH { FEET} = 20 , QO DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.40 INSIDE STREET CAOSSFALL(DECIMP.L) = 4.420 OU'i'SIDE STREET CROSSFALL (DECIMAI,j = 6. D20 SPECIFIED �iiJMBER OF HALFSTREETS CARRYING Rii�IOFF = 1 STREET PARxWAY CFtOSSFA�,i,(DECZMAI.) = 4.020 Manning's FRTCTTpN FACTOR fpr Streetflpw Section(curb-ta-curbj = O.Oi75 Manni.ng's FRIC`i'ION FAC�'OR for Back-of-Walk Flow Section = a.Q149 **TRAVEL TIME CO2hPUfiED USING ES'PIMATED f'T�OW{CFS} - STREETFLOW MOD�L RESiJLTS USIDiG ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = D.31 HALFSTREET FLOOD WIDTH(FEET} = 9.Q7 AVERAGE FLOW VELOCITY(FEET/SEC.} = 3.73 PRODLiCT OF DEPTH&VELpCI`iY ( FT*F'T/ 5EC .] _ �. 15 S'T'REET FL{?W TRAVEL TiME (M�N. )= 4. 20 T� {MIAI, }= 15. 49 1p0 YEAR RAINFALL INT�NSITYfTNCH/HOLiRJ = 3.557 SINGLE FAMTLY DEVELOPMEN'I' R[]I�}OPF COEFFZCIFNT ry.55Q0 SOIL CT..ASSTFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 3.05 SUBAREA RUNOFF(CFS} _ TOTAL ARFA{ACRES} - 3.26 PEAK FLOW FtATE(CFS) � 3.51 $.97 6.47 � EIdD OF SUBAR£A STREET FLOW HYDRAULICS: � DEPTH(FEET) = 0..36 HALFSTREET F�OOD WiDTH{FEET) = 11.77 FLOW VELOCITY(FEET/SEC.1 = 4.3Z DEPTH*VELOCITYfFT*FT/SEC.) = 1.56 LONGEST FLOWPA�H FROM NDDE 5055.50 TO NODE 5055.70 = 1070.00 FEET. **+t**++*�r+tw�wrs*t�Y*�r+++*i**t�*wr*tw*wr**�*�***+w�*ftw��***+�*****+***** FLOW PROCESS FROM NODE 5056.70 TO NODE 5456.8� IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SiTBAREA« «< » »>USING COMPUTER-ESTIMATED PIPESIZE {I30N-PRESSURE FLOW} « « < ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- EL�ITA'T'TON I]ATA: UPSTREAM(FEET} = 344.Q0 DOWiJSTREAM(FEET} = 343.60 FLOW LENGTH(FEETj = 22.30 MANNING'S b1 = �.013 ESTIi7ATEl7 PiPE DTAME'i`ER { I�CH i INCI3EASED TO 18 . � 0 D DEPTH OF FLOW IN 18.0 INCH PIPE iS 8.8 INCHES PIPE-FLOW VELOCI'TY(FEET/SEC.f = 7.50 ESTINSATED PIPE DTAME'i'ER ( IATCH j= 18 . 00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS1 = 5.47 PIPE TRAVEL TiME (t+4IN. 1= 0.05 Tc (MFDi. }= 15.54 LONG�ST F'LOWPATH FROM NODE 5D56.50 TO NObE 5456.80 = 1092.30 FEET. *tt++**+*+s+++tr+r,r+Y�r*�rrr�r�r�+�rrrft+r*tf++t���i+*�*�wa+ti*��i.�**�v.�,t+t*i.t*�+ FLOW PROCESS FROM AiODE 5056.80 Tp NODE 5a56.80 IS CODE = 1 »»>T7ESEG?dATE INDEPENDENT STREAM FOR COI3FLUENCE««� »»>AND COMPUTE VARYOUS CONFLUENCED STREAM VALUES« «a ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 Cpi�F'Lf7ENCE VALUES USED FOR INDEPENf}E�i'I' STREP.M 2 ARE: `PTME dF CONCENTRATION(MIN.i = 15.54 RAII3F'ALL INTENSITYfINCH/HR� = 3.55 � TOTAL STRE.�M AREA(ACRES) = 3.26 PEAK FLOW RA'iE(CFS} AT CONFLUENCE = 6.47 �'* CONFLUENCE DATA ** STREAM RUNOFF Tc � INTEi�FS�`i'Y AREA N'UMBBR (CFSi (3+SIN. } {INCH/HOLTRi (ACRE) 1 2.33 11.08 4.415 0.95 2 6.47 15.54 3.550 3:26 RAINFA�L IN'�'ENSITY AND TIME OF CONCENTRATION RATYO CONFLUENCE FOR[�fULA USED FOR 2 STREP.MS. * * PF�C FLOW RATE TABLE * * S'FAEAM RUI30FF Tc INTF�ISI'�Y NUMBER (CFS} (MI[d.} {INCH/HOUR) 1 7.53 11.08 4.4Z6 2 8.34 15.54 3.550 COMPUTED CONFLUENCE ESTIMATES ARE A5 FOLLOWS: PEAK FLOW RATE(CFSJ = 8_34 TC{MIAi.j = 15.54 TO'I'AL AREA (ACRES } - 4 . 21 LONGEST FLOWPATH FROM NODE 5D56.50 TO NODE 5Q56.$Q = 1092.30 FEET. *+*+*+****�****,.********+*�*�.+**.*�*+****+*+****�**�*.*****..*++*+******�**� FLOW PRDCESS FR02� �iODE 5056.80 TO NODE 5fl56.10 �5 CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME TfiRl1 SUBAREA««< »»>USII3G COMPUTER-ESTIMATED PIPESIZE (NON-PAESSi7RE FLOW) ««< ----------------_-_---------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMiFEET) = 344.00 DOWNSTRF�7?M(FEET) = 331.50 � FLOW LEI3GTH (FEET} = 280 . DO M.�ATNING' S N= 0. 013 • ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 iIEPTH OF FLOW IN 18.0 I[dCH PIPE IS 7.9 FNCHES PIPE-FLOW VELOCITY(FEET/SEC.} = 11.22 ESTIMATEI7 PIPE I7IAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW{CFS) = 8.34 PIPE TRAVEL TIME(MIN.� = 0.42 Tc(MIN.j = 15.96 LONGEST FLOWPATH FROM NODE 5056.50 TO NOD£ 5056.10 = 3372.30 FEE'F. v�+�+.*+*«..�.+*.+�++*+*+.+t..***,�.+�*.*�+**tk+w+**�*�***���.*.*+*�.*,.,.,.*»*** FI.�OW PROCESS FROi+3 NODE 5Q56.10 TO NODE 5055.10 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESZGNATE INDEPENDENT STREAM FOR CONFLUEidCE« « < --.._____�_��-----------------------��__-----------___-------------------------- ------------------------------------------------------------------------__--- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONfMIN.) = 15.96 RAINFALL INTENSITY(INCH/HR) = 3.49 TOTAL STREAr3 AREA(ACRES} - 4.21 PEAK FLOW RATE(CFSj A'i' CbNFLi3ENCE = 8.34 *«.***.�,..x*�****...*..���*+**�.,,,.x.+,.***.+.*..*.+.,.:++*****+***�**++t+**t+.*t*� FLOW PROCESS FROM AFODE 5D56.i0 TO NODE 5056.10 IS CODE = 7 »»>USER SPECIFIED HXDFiOLOGY INFORMATION AT NODE«« � USER-SPECIFTED VALUES AiiE AS FOLLOWS: TC (MI�i} � �3 .{2 Rp,IN iI3TENSITY ( iNCH/HOUR j= 3. 87 TO'i'.�, AREA(AC1�ES? = 11.56 TOTP.i, RUNOFFICFS) = 22.94 +----______-_---_____--____----------------------------------------------------+ • I HYDROLOGY AATA FOR Pi�P.NNII3G AREA 9- SEE AES ITYDROiAGY CQMPUTER OUTP[T£ WiTH FILE iNAME 5050.DAT +--------------------------------------------------------------------------+ ,.*+**.***�,.***********�****,,.,*�.********+*++***�*****+,«+�:**********+****+** FLOW PROCESS FROM NODE 5�56.10 'i`O NODE 5056.10 IS CODE = � ---------------------------------------------------------------------------- »»>DESIGNATE INpEPEAiDEt3'I' STREAM FOR CO23FLUENCE««< »»>AND C4MPUTE VARIOIJS CbNFLUENCED STREAM VAE�UES««< -----------------------------------------..��_�_�______--_-----____.�_____r____ -------------______----_-------------------------------------------------------- TOTAL NUMHER OF STREAMS = 2 CONFLUENCE VALUES USED FOR �Np�PENDENT STREAM 2 ARE: TTME OF CONCENTRATTON(MTN.) � 13.62 RAT[dFALL INTENSITY ( TIdCH/HR) = 3. 87 TOTAL STREA�f AREAfACRES} = 11.56 PEAK FLOW RATE(CFS) AT CONFLU�NCE = 22.94 ** C013FLUENCE DATA ** STREAM RUNOFF Tc IN'P�,NSITY AREA NUMBER {�FS} {MTN.j fINCH/HpUR) (ACRE} 1 8.34 15.96 3.490 4.21 2 22.94 13.62 3.865 11.56 RAINPALF. iNTEN$ITY AND TxME OF CONCENTRATION RATIO CONFLUEI3CE Fp4�MIJLA USEL1 FOR 2 STREAT35. ** PEAK FLOW RATE TABLE ** STRERM RUNpFF TC IP1'I'ENSITY NZFMBER (CFS) II�4IN. } SI[dCH/HOUA) 1 30.47 13.62 3.865 � � 2 29.D6 15.96 3.490 COMPUTED CONFLUENCE ESTI2+iA'PES ARE AS FOLLOWS: PEP1C FLOW RATE(CFS) = 30.47 TCSMIN.) = 13.62 TOTAL AREA{ACRES) = 15.77 LONGEST FLOWPATH FROM NODE 5056.5Q TO NODE 5056.10 = 1372.30 FEET. ,r,r,t*a�f+�+t+�*w,ryt*:***�s**�Y�W*+r�****�+w**++�*a+**f*,r*,r�+*+,r*x**x+**+�+*+*� FLOW PROCESS FROM NODE 5055.10 TO NODE 5055.00 IS C4DE = 33 ----------------------__----------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIi�fE THRU SUSAREA««< »»>USING COMPUfiER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «« ¢ ELEVATION DATA: UPSTREAl1(FEET) = 331.50 DOWNSTftEAM(FEETj = 327.80 FLOW LENGTHiFEET) = 160.00 NSANNING'S I3 = Q.013 DEPTH OF Fi,OW IN 24.0 IDICH PIP£ IS 18.4 INCHES PIPE-FLOW VELOCI'i'Y(FEET/SEC.) = 11.81 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = � P�PE-FLOW(CF51 = 30.47 PYPE TR.AVEL TIME{MIN.j = 0.23 Tc(MIN.f = 13.85 LONGEST FLOWPATH FRONS NbDE 5D56.50 TO NODE 5456.Oa = 1532.30 FEET. ***li�kt **f�4Yrt*1rYr* * f YrYr Yr ** Yr f YrY� Y� Y fr*** f Yrtk*t tYr�k*'k*tk*****i*t****#f t***tt i*tt! # itf t FLOW PROCESS FROM NODE 5056.00 TO NODE 50�6.40 IS CODE = 1 ----------------------------------------------------------------------------- »»>DESIGNATE INDEPENAEi3'I' STREAM FOR CONFLUENCE««< ------------------____-------------------------------------------------------- TOTAL NLTMBER OF STREA1�45 = 3 CONFLUENCE VAI�UES USED FOR INDEPEND�3`I' STREAM 1 ARE: i'iME OF CONCE.N'F'RATION(MIN.) = 13.85 � RAINFAI,L Ii�iI'ENSITY ( INCH/HR) = 3. 82 TOTAL STREAM AREA(ACRES] = 15.77 PEAK FIAW RATE{CFS) AT CONFLUENCE = 30.47 *********«*,,..**�****+*+«..*******++,.***++*+**�*****+*+*****++*****+��++*ff+�* FLOW PROCESS FROM NODE 5Q56.90 TO I30DE 5Q56.91 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIOPIAL METHOD INITIAL Si3BAREA ANALYSIS««< 5II3GLE FAMILY DEVELOPMENT RT]NOFF COEFF�CIENT =.5500 50IL CLASSIFICA'I'ION 15 'D" S.C.S. C�FRVE NUMBER (AMC I11 = $8 , zrrrTraz, susax�, F�ow-�E.rrc�rx = zaa. o0 UPSTREA�S ELEVATION = 343.80 DOWNSTREAM ELEilATION = 342.80 ELEVATION DIFFERENCE = 1.00 URBAN SUSAREA OVERLAND `!'IME OF FLOW(MIDii)TES) = 9.9a0 100 YEAR RAINFALL �NTENSTTY(INCH/HOUFt) = A.748 SUBAREA RUNOFFfCFS} - 0.47 TO'I`AL AREA(ACRES} - 0.18 TpTAL RUN4FP(CFS} = O.A7 *��+�.���,�*.w.+�+**�***v�w*�w.**+��,r*���***�+*��.**�+��***�*�++*�***��*++*���* FLQW PROCE55 FROM NpDE 5D5fi.91 TO NODE 505b.40 IS CODE = 62 »»>COMPi}TE STREET �'LOW TRAVEL TIME THRU SUBAR_EA««< » » >fSTREET TABiE SECTION # 1 USED) « « < ----------------------------------------------------------------------------- -----_--___---_---__--___�-_----------------------------------------------------- UPSTREAM ELEVATION(FEETj = 339.10 DOWNSTREAM ELEVATION{FEET} = 327.8Q STREE'F LENGTH{PEETj = 330.40 CURB HEIGHT{gNCi-3ESf = 6.0 STREET HALFWIDTH(FEET) = 20.60 ` � � BISTANCE FROM CROWN TO CR055FALL GR.ADEBREAK(FEET} = 15.00 iNSIDE STREET CROSSFALL{DECIMALj = fl.020 OUTSIDE STREET CROSSFALL{DECIMAI�) = O.D24 SPECIFIEI� NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DEC�MP.Lj - 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curbl = 0.0175 Manning's FAICTION FACTOR for Back-of-Walk Flow Section = D.D149 **TRAVEL T�ME CO�iPUTE17 USING ESTIMATEI7 FLbW(CFS) = 1.2$ STREETFLOW MODF�, RESULTS USING ESTIMATEB FLOW: STREET FLQW DEPTH(FEET) = d.24 HAT,FSTREE'i' FLOOD W�DTH(FEET) = 5.85 AVERAGE FLOW VELOCITY(FEET/SEC.} - 2,79 PRODUCT OF DEPTH�VELOCITY{FT*FT/SEC.) = 0.68 STREET FLOW TRAVEL TIME(MIN.j = 1.97 Tc{�]IN.) = 11.87 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.224 SID}GLE FAMILY DEVELOPMENT RUNQEF COEFFIC�ENT =.5500 SOIL CLASSIFICATION IS 'D' S.C.S. CURVE NUMBER {AMC Z1) = BB SiJBAREA AREA(ACRESj = D.7Q SUBAREA RLTI30FF(CF5) = 1.63 TOTAL AREA(ACFLESi = 0.88 PEAK FF,OW RATE(CF5) = 2.10 EI3D OF SUHA�EA STREET FLOW I-iYARAULICS : DEPTH{FEET) = 0.28 HALFSi'REET FLOOD WIDTH(FEET) = 7.49 FLOW VELOCTTY{FEET/SEC.) = 3.09 DEPTH*VELOCITYSFT*FT/SEC.i = 0.85 LOidGES'd' FLOWPATH FROM �TODE 5056.90 TO NODE 5Q56.40 = 43fl.40 FEET. *�******+****��*+***�******+*+***..,.*�«,.**�.,*.*,.«**..��*«„******..*.***..+**,.t�* FLOW PROCBSS PROM NODE 5a56.40 'i'O NODE 5056.OD IS CODE = 31 • -------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA�« « » » >USING COMPU'i'ER-ESTIMATED PIPESIZE {NOI3-PRESSURE FLOW) « « < --------------------------------..___�.._________�___..__________----___---____ ELEVATION DATA: UPSTRE.z1M(FEETi = 327.80 DC}WNSTRE.n.M(FEET) = 327.60 FLOW E,ENGTHIFEET} - $,30 MANNING'S N= Q.013 ES'i'��7ATED PIPE A�AMETERIINCH} INCREASED TO 18.000 DEP'FH OF FI,OW IN 18.0 INCH PIPE IS 4.5 I�ICHES PZPE-FLOW VELOCITY(FEET/SEC.j = 6.12 ESTIMATED PIPE DZAMETER(INCHj = 18.00 NUMBER OF PIPES = 1 PIPE-FLOWICFS} - 2.10 PIPE TRAVEL 'TIME(MIN.} � 0.02 TC(MII3.► = 11.89 , LpNGEST FLOWPATH FROM N�DE 5D56.90 TO NODE 5056.00 = 438.30 FEET. f"t*y'� *�'t **y Y y * y� Y# YY1� 4YiY �# i f };* # * **Yr* ** ** *f***Yci! ** **Ycit* * **Yr* *Yc** ** f * # * *-F f YCY� *Yr FLOW PROCESS FROM NODE 5056.00 Tp NODE 5056.00 IS CODE = 1 »»>DESIGNA'FE INDEPENDENT S'FREAM FOR CONFLUENCE««< ---------------------------------------------------------------------------- TOTAi� NUMBER OF STREAMS = 3 CONFLUENCE VALUES iTSED FOR iNDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIbi.? = 11.$9 RAINFP.i,L INTENSITY{FNCH/HR) = 4.22 TO'I'AL STREAM AREA{ACRES) = 0.8$ PEAK FLOW RATE{CF5? A'I' CONFLUENCE = 2.10 *�+*�*{�+����**v�w*�***+******�*+*******..***k***��***.**,.�*.*�..**+***��*+** FLOw PROCE$S FROM NODE 5056.42 TO NODE 5056.42 I5 CODE = 22 ------------------------------------------------------------------------------ »»>RATIONAL ME'.I'HOD INITIAL SUBAREA ANALYSIS««< • -----===-=-===-======--===--=-=-==-=-===--==-- � SINGLE FAMTLY bEVE�OPMENT RUNOFF COEFFICIENT =.5500 SOIL CLASS�FICATiON IS "D" S.C.S. CURVE I3UMBER {p,MC II) = 88 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INT�ISITY{INCH/HOURf = 6.559 SOBAR.EA RL7NOFF{CFS) = 3.72 TOTAL AREA(ACRESj = 1.43 'I'OTAL RUNOFFICFSI = 3.72 w*t+*t**ttit*tttt*t*tt*t*++ttttttt**ft+t+**ftttt�rtt+tr+rttr*#i��rww+t*w*�k�x#* FLpW PROCESS FROM NODE 5056.42 TO i�TODE 505b.00 IS CODE = 31 »»>COMPU'I'E PIPE-FL4W TRAVEL 'PIME T'Hi�U SUEAREA««< » »>USING COMPUTER-ESTIMA`I`ED PIPESxZE (NON-PRESSURE FLOW} « « < --------------------------------------------------------------------_-------__ ELEVATiON DA'I'A: UPSTREAt4(FEET) = 327.8Q 170WNSTREArf(FEET} = 327.40 FLOW LENGTH(FEET) = 22.30 MA.NNIidG'S N= 4.013 ESTIMA'i'ED PIPE DI7+.i�ErER(TNCH) INCR�ASED TO ].8.40D DEPTH OF Fi,OW TN 1$.0 iNCH PIPE IS 6.5 I3�iCHES PIPE-FLOW V�LOCITY(FEET/SEC.) = 6.46 ESTIMATED PTPE DIAME`PER(INCH) = 18.00 NUMBER OP PIPES = 1 PIPE-�FLOW(CFS} = 3.72 PIPE TRAVEL TIME(N3IN.) = O.d6 TC(M�N.) = 6.06 LONGES7' FLOWPATH FROM A30DE 5056.42 TO NODE 5056.00 = 272.30 FEET. *�a*****���+*r***++ww+r**,rr*r*v.*v.*wrw****�*,r**t**+ra**+***�**************�** FLOW PROCESS FROM NpDE 5056.00 TO NODE 50�6.OD IS C4DE = 1 »»>DESIGAIATE IIQDEPENDENT STREAM FOR CONFLUENCE««< »»>ANB COMPUTE VARIOIiS C4NFLUENCED STREAM VALUES« «< ---------------------------------------------------------------------------- • '£O'TAL NUMBER QF STRFJ�i+IS = 3 CONFLLTFNCE VALUES USED FOK INDEPENDE[QT STREAM 3 ARE: T'iME QF CONCFNTRAT�ON(MIN.) = 6.06 RAINF'ALL I�iTFNSITY { INCH/HR) = 6. 52 TOTAi� STFtEAM AREAfACRES} � 1.p3 PEA§c FLOW RA'I'�(CFS) AT CONFi.UENCE = 3.72 * * CONFLUENCE 17ATA * * STEtEA3�7 RUNOFF Tc I�J'I'ENSITX AREA NUMBER {CFS} (MIN.) (INCH/HOUR) (ACRE) 1 30.47 13.85 3.$25 15.77 2 2.10 11.89 4.218 d.88 3 3.72 6.a6 6.5i9 1.03 RAINFALL �N£ENSI'i'Y AFJD TIME OF CONCEN'i'RATION RATIO COI3FLUENCE FORMULA LiSED FOR 3 STREAMS. ** PEAK FLOW RAi'E TABLE ** STREAM RT3NOFF Tc INTENSITY NUMBER (CF51 (MIN.} (INCH/I�30UR} � 22.95 6.06 6.519 , 2 32.13 11.89 4.218 3 34.55 13.B5 3.825 COMPUTED CONFLUEAiCE ESTIMA'd`ES AiZE AS FpLLpWS: PEAK FLOW RATE(CFS} - 34.�5 Tc(MIN.) = 13.85 TOTAi� AREAfACRE51 = 17.68 LONGEST FLOWPATH FAOtd �TODE $055.5D TO NODE 5056.00 = 1532.30 FEET. *�����+++++tt.t*+���t�++{f+*+��**�***+*.+***,.�,.++*+*.>*f�+****+*********+++� � FLOW PFtOCESS �'ROM NODE 5056.00 TO NODE 5057.DR IS CODE = 31 � --------------------------------------------------- »»>COMPUTE PIPE--FLOW TRAVEL TIME THRU SEJBAREA««< »»>iJSII3G COMPUTER-ESTIMATEi? PIPESxZE {NON-PRESSi7RE FLOWj««< ---------------------------------------------------------------------------- ELE'�7ATIOAF DATA: UPSTREAM(FEET) = 327.8D DC}WA35TREA.M(FEE'I'} = 320.70 FLOW LENGTH{FEETi = 250.00 MANNING'S N= 0.013 DEPTH OF FLOW XN 24.0 Ii3CH PiPE IS 18.8 INCH£5 PIPE-FLOW VELOCITX(FEET/SEC.} = 13.11 ES`I`I2+SP.TED PIPE DIAMETER(zNCH} = 2Q.Op NLTMBER OF PIPES = 1 PIPE-FLOW(CFSj = 34.55 PIPE TRAVEL TIME(MIN.j = 0.32 TC(MIN.} = 14.16 LONGEST FLOWPATH FROM NODE 5056.50 TO NODE 5057.04 = 1782.30 FEET. ******+���+**tiWs.*+++*+**++**..��****.*++*.*+*+**x***�*.**.*.++*��.**,..**��*� FLOW PROCESS FROM NODE 5057.d0 TO NODE 5057.D0 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNA3'E INDEPENDENT STREAt+S FOR CONFLUENCE««< ---------------------------___--__--___--_-----_�_�__--------------------------- ---------------------------------------------------------------------.._.._--___ TOTAi NUMBER OF STFZEAMS = 2 CONFLUENCE VALUES USED FOR II3DEPEIdDFNT STREAM t ARE: TIME OF CONCENTRATION(MIN.) = 14.16 FtAINFALL INPENSITY(INCH/HR) = 3.77 TOTAL STREAM AREA{ACRES) = 17.68 PEAK FLOW RATE{CFS) AT CON�'LUENCE = 34.55 i+�*.�**+tf+++t********.**..,,****..*.,�***�+...�***.***+***,r+*.**.tir�.*..+*w:*+t FLOW PROCESS FRdM NODE 5057.14 TO NODE 5057.2Q TS CODE = 21 »»>RATIOI3AL METHOD �NETIAL SiTBAREA ANALXSIS««< � SINGLE FAMILY DEVELOPMENT ftUNOFF COEFFICIENT =.550Q SOIL CLASSIFICAi'FON IS 'D" S.C.S. CURVE NUMBER {AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH = 100.D4 UPSTR�AM ELEVATION = 358.60 DOWNSTREAM ELEVATION = 357.6Q ELEVATION DIFFERENCE = 1.00 LiRBAN SUBAREA OVEW�ND 'i'IME OF FLOW(MiNL3TES) = 9.96a 100 YEAFZ RAINFALL INTEI+ISITY(IidCH/HOUR) = 4.74$ SUBAREA RUI30FF(CFS? = a.65 TOTAL AREP. f ACRES ?= a. 2 5 TOTAL Ri7fVOFF ( CFS j= 0. 6 5 :*.+****+*****«****x***���*******�***��+*+�****v.#*�,.*+>**....��+++**�****«*. FLOW PROCESS FRQM NODE 50$7.20 TO NQD� 5057.00 IS CODE = 62 -------------------------_-_-----------___------------------------------------ »»>COMPUTE S'F'REE`i' FLOW TRAVEL 'I'IME 'T'HRU SUBAREA««< »»> (S'FREET TABLE SECTIQN # 1 USED} «�« UP5'£REAM ELEVA`i`IpN{���T) = 353.00 DOWI35TREAM ELEVATION(FEE'I`j = 320.70 STREET LENGTH{FEETj = bSQ.00 CURB HEIGHT(INCHES} = 6.0 STREE'P HALFWTfYI`H{FEE'T`} = 20.00 DISTANCE FROM CROWN TO CFtOSSFAT�L GRADEBREAK(FSET} = 15.00 INSIDE STREE�' CAOSSFALL{DECIMP.L} � 0.020 dUTSIDE STREET CROSSFALL(DECIi�fAL) = 0.020 SPECIFiED NUMBER OF HAi,FSTREET5 CARRY�NG RUNOFF = 3 STREET PARKWAY CROSSFA�,L{DECII�3ALj = 0.020 Manning's FRICTION FACTbR for Streetf3�ow SecCipn[curb-to-curbj = 0.4175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 C J � **TRAVEL TIME.COMPUTED USING ESTIMATED F'LOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET� = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 14.13 AVERAGE FLOW VELOCITY(FEETISEC.) = 4.25 PROD�3CT OF DEPTH&VELOCIT'Y(F�`*FT/SEC.) = 1.40 STREET FLOW TRAVEL TINSE(t4IN.} = 2.b7 TC(MIN.) = 12.57 100 YEAR RAINFALL ID3'I'F.�3SI'PY { INCH/HOURJ = 4. D71 SII3GLE FAMILY DEVELOPMEAI7' RUNOF'F COEFFICIENT =.550Q SOIL Ci,ASSIFICATION IS 'D" S.C.S. CURVE NUMBER (A�iC II) = 88 � � � SUHAREA AREAfACRES) = 3.74 SUBAREA RUNOFF(CFS? _ T07'AT, AREAIACRESI = 3.99 PEAK FLOW RATE(CFS} - 4.86 8.37 9.a3 END OF SUBAREA STREST FLOW HYDRAULICS: DEPTH ( FEE'P )= Q. 3 9 HAE.,FSTREE'I` FLOOD WID3`i# ( FEET J= 13 . 12 FLOW V�LOCITYfFEET/SEC.) = 4.9Z DEPi`Fi*VELOCI'tY(�'T*F'P/SEC.} = �.91 LONGEST F'LOWPATH FROM NODE 5057.10 TO NODE 5Q57.00 = 78fl.OD FEET. +�***,r**�*��+w..rr*********++*++*�t**�*�t**«�.«,.*��«�,....a�a**..**..****,r+*��* k'LOW PROCESS FROM NOBE 5057.00 TO fFODE 5D57.4D IS CODE = J. »»>DES�GNATE INDEPENDENT STREAM FOR CONFLUENCE« « < »»>AND GOMPUTE VARIOUS CONFLiTENCED STREAM VALUES« «< ----------------------__�--------------______---------------------------------- TpTAL NUMBER OF STREAMS = 2 COAIFLUENCE VALUES USED �OR 223DEPENDEid'I' STREAM 2 ARE: TIME OF CONCEN'£RATION(MIN.) = 12.57 RAI?�IF'AE,L FNTENSETY ( FNCIi /HR )= 4. D7 'Y'pTAL STREAN3 AREA 4 ACRES )= 3. 99 PEAK FLOW RATE{CFS) AT CQNFLUENCE = 9.03 * * CONFLUEI3CE DATA * * STREAM RUNOFF Tc IN`FENSITY AREA NU�4BER (CFS) (MFN.) (INCH/HOUR) (ACRE} 3 34.55 14.16 3.769 17.68 2 9.03 12.57 4.071 3.99 RAYNFALL Ibi'I'ENSETY AND TIME OF CONCENTRATION RATIO CONFLLTENCE FORMULA USED FOR 2 STRERMS. * * PEAK FLOW RA'I`E TABLE * * STREAM REJNOFF Tc IN'i'ENSITY NTJMBER (CFS) (MIN.) (INCH/HOUR) 1 41.Q2 12.57 4.071 2 42.91 14.16 3.769 COMPUTED CONFLUFNCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 42.91 TC(MIN.) _ TOTAL AREAIACRES) = 21.67 LONGEST FLOWPATH FROM NODE 505b.50 'I'0 NODE 14.�6 5057.00 = �7$2.30 FEET. ++**+�+t**++�**.�**++*+****,.***********«****.**+**+**++�����W�**�rt**+***+*�* FLOW PROCESS FRO�f NODE 5057•.00 TO i�iODE 5060.00 IS COiIE = 31 » » >CdMPUTE PIPE-FLOW TRAVEL 'd`IME THRU SUBAREA« « < »»>iJSI23G CQMPUTER-ESTI[+�ATED PIPESIZE (NON-PRESSURE FLOW) ««< W�ELEVATION DATA: UPSTREA.A�(FEET} = 320.70 DOWP1SiREA�7(FEET) � 319.20 FLOW LEI�IGTH(FEETj = 75.00 MANNING'S N= 0.013 DEPTH OF FLOW IId 30.0 I13CH PIPE IS 19.9 INCHES � PIPE-FLOW VELOCITY(FEET/SEC.i = 12.4Q ESTIMATED PIPE DIAMETER(INCH} = 30.00 NUMBER OF PIPES = 1 PIPE-FLOWfCFSj = 42.91 PTPE TRAVEL TIME;MIN.? = 0.10 Tc{MIN.j = 14.26 LONGEST FLpWPATH FROM NdDE 5D56.50 Tp NODE 506�.00 = 1857.30 FEET. END OF STi]DX SUb4�il:RY : TOTAL AAEA{ACRES) = 21.67 TCIMIN.1 = 14.26 PEAK FLdW RATEICFS) = 42.91 END OP RATIONAL METHOD ANALYSIS � � � t * + # * * * * * * * * * * * * * * * # # * i � Y * * + � t t * * * f � * * * * � * t * � * * * * f f * f * * k * * * # * * * * * * * * # * * * � # * � RA`i`IONAL I�4ETHOD HY6ROLOGY COMPUTER PROGRAM PACKAGE Reference: SAi�] DIEGd COUNTX PLOOD CONTROL dISTRICT 1965,�981 HYDROLOGY MANUAL (c) Copyright 1962-2041 Advanced Engineering Software (aes} Ver. 1.SA Release Date: Q1/O1/2001 License ID 1549 Analysis prepared by: Projec�.Design Consultants 701 B 5treet, Suite B00 5an Diego, CA 92101 (619) 235-6471 ***w**ak**+**w�+�+++�+*+*: DESCRIPT20[d Q�' STUAY *****+**+*��ww��*w*+tt+r+t * BRESSZ RANCH TF_N'I`ATIVE MAP -�721 2267.4Q * * PLP.NiVING AREA 8- SYSTEM 5062 * * FILE: 5462.DAT ' �kri Y��**�h Yc* **# **1 f i Yt �! t tirt ** �**** w'1r1r1� f*YrYrYr f k*#**i*iii*�Ir** f 1� #f i f t*#1c *! ***�r**** FILE NAME: C:\2244\5052.DA'F T�ME/DATE QF STUDY: 07:36 06/25/2002 ----------------------------------------.._..--------------------------------- USER SPECIFYED HYDROLOGY AND HYDRA[JLIC MODEL INFORI�4A�`IQN: ---------------------------------------------------------------------------- 19$5 SAN DYEGO M�Fi3RL CRITERIA USER SPECIFI£D STORt�4 EVENT(YEAR) = 100.a0 . 6-HOU12 DUR.�TION PRECIPITATION (INCHESi = 2.8Q0 SPECIFiED MINI23CT3+5 PIPE SIZE{INCH) = 18.00 SPECxFiED PERCENT OF GRA.DIEN'P5{DECIMALj TO USE FpR FRICTION SLOPE = 0.90 SAN AIEG4 HYDROLOGY MANUAL 'C'-VALiJE5 135ED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFL�IENCE �IALUES CONSIDEREA *T3SER-DEFINEU STREET-SECTIONS FOR COUPLEU PZPEFLOW AND STREETfiLOW MODEL* HALF- CRQWN TO STFtEET-CR05SFALL: CURB GU�"I'ER-GEOMETRIES: MANNING WIDTH CRQ55FALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HiKE FACTOR NO. (FT} {�) SIDE / SIDE! WAY (FT) {FT� iFT) (F'i') (n) ------ --------- ----------------- -----_--_ 1 20.0 15.0 0.020/0.020/0.020 0.50 1.50 0.4312 0.�25 0.�175 GLOSAL STREE3' FLOW-DEPTIi COi3STR.AINTS : 1. Relative �'low-Depth = 0.04 FEET as {Maximum Allowable Street Flow Depth} - iTop-of-Curb) 2. (Depth�*{Veloci.ty) Constraint = 6.0 {FT*FT/S} *SIZE PIPE WITIi A�'LOW CAPACTTY GREATER TIiAN OR EQUAL TO 'i'HE UPSTREAM TRIB[T'I'AftY PIPE. * �**+x+****.r**++*********i.*+*++�tt+�r-r�r�*�r+****+r****r*�**t**+*#+ti�hw��r*++ff+* FLOW PROCESS FEtOM NOD� 5062.10 TO NODE 5062.20 IS CODE = 21 »»>RAT�ONAL METIiOD INITIAL S[1BAREA ANALYSIS««� "SINGLE FAMILY DEVELOPMENT RUNOPF COEFFICiENT = .5500 SOIL CLASSIFYCATION IS "D' S.C.S. CURVE NUMBER {AMC II� = 88 INITIAL SLiBAAEA FLOW-LENGTH = 80.04 UPS'i'R�RM ELEVATION = 336.70 DOWNSTREAM ELEVATION = 335.7D • ELEVATION DIFFERENCE = 1.00 � i3RBAN SUBAREA OVERLAND TFME OF FLOW(MINUT�S1 = 6.220 100 YEAR RAI[�1FALL I[Q'PENSITY(INCH/HOURi = 5.353 SC3BA�2EA RUNOFF ( CFS j= 0. 59 TpTAL AREA(ACRESf = d.20 TOTAL RUNOFF{CFS1 = 0•59 �**�,.**�+**+*++,r.++*+*++*«„*��*+**�***�++.+*.f+ff*+*+t***+«..,,*x***�*,r���r�w* FLOW PROCESS FROM NODE 5462.24 TO NODE 5062.30 IS CODE = 62 ---------------------------------------------------------------------------- »»>CON3PUTE STREET FLOW TRAVEL TIME THRU S[IBAREA««< »»> (STREET TABLE SEC`I'ION # 1 USED) ««< -----------------------�__ _ UPSTREAM ELEVATION{FEET) = 332.6p DOWNSTREAM ELEVATION(FEETj = 32p.70 STREE'i' L�IGTH{FEET) = 215.00 CURB HETGHT(INCHES) = 6.0 S'FREE'i' HALFWiIYPH{FEET) = 20.44 DISTAidCE FROM CROWN '£0 CROSSFAi,L GRADEBREAK(FEETi = 15.Q0 INSIDE STREE'I' CROSSFALL(DECIM.�i,j = 0.02a 0[J'i'SIDE STRE�T CROSSFALL(DECIMAI�j = O.Q20 SPECIFIED NFUMBER OF 4iAI1FSTREETS CARRYTNG RUNdFF = 1 STRE�T PARKWAY CR055FALL{DECiMALj = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-�o-curb) = 0.0175 Manning�s FRICTI023 FACTOR for Back-oE-Walk FZow Section = 0.0149 **'£RAVEL TIME CO3�7PUTED USING ESTIMAT£D FLOW {CFS )= 1. 61 STREETFLOW NIODEL RESCFLTS USIPIG ESTIMATED FLOW: STRE�T Fi,OW DEPTH(FEETj = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.79 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.56 PRODUCT OF DEPTIi&VELOCITY{FT*F'i`/SEC.? = 0.$6 � STREET �'LOW TRAVEL 'F`IME ( MIN . ) � 1 . O 1 Tc ( MII3 . } = 9 . 2 3 100 YEAT� RAINFALL INTEN5ITY{zr}CH/IiOUR} = 4.969 SINGLE �'AMILY DEVELOPMENT RUNaFF COEFFICIEIIT = .550D SQIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = BS SUBAREA AR�{ACRES} - 0.75 SUBAR�A RUNDFF(CFS} - 2.d5 TOTAL, AAEA(ACRES} - Q.95 PEAK FLOW FtATE(CFS1 = 2.64 ENi3 OF SUBAREA STREE'F FLOW HXDRALiLICS: DEPTH{FEET} = 0.27 HAI�FSTREE'E` FLOOD WIDTH{FEETj = 7.43 FI,OW VELOCITY{FEET/SEC. }= 3.94 T}EPTH�'VELOCITY(F'i`*FT/SEC. )= 1.08 LONGES'i' FI,OWPA'FH FROM NODE • 5052.1Q TO NODE 5D62.30 = 29�.Od FEET. ♦iY**l.iikiY�f *# #Y� *�F i� 1� A1r YrY Yr **i�* *# i*#�'k+i*iY* # i Y� t**1� k'k f'* Yr *�k ****i i�# *tt't 1y t#t# t t*�* Yr FLQW PROCESS FROM NOAE 5Q62.34 TO NODE 5054.00 IS CODE = 31 »»>COMPUTE P�PE-FLOW TRAVEL TIME THRU SUBAREA« «< »» >USING COMPUTER-ESTTMAm�D PIPESIZE (NOId-PRESSURE FLOWi« « < -----------------------__--------------------------___ ELEVATION DATA: UPSTREAM(FEET) = 320.70 DOWNSTREAM[FEET} = 319.20 FLOW LENGTH(FEET} = 75.Q0 MAND}ING'S N= �.413 E5'i`Ii+]ATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW iN 18.0 TNCH PIPE IS 5.3 I[�iCHE5 PIPE-FLOW VELOCITY(FEE'I'/SEC.1 = 6.�1 ES'i`T2+�ATEI? PIPE DIAMETERIINCH) = 18.OQ Ni3MSER OF PIPES = 1 PIPE-FLOW(CFS} = 2.64 PIPE 7.'RAV�L TIME (MII3. }= 4. 20 TC (MII3. i= 9. 43 LONGEST FLOWPATF-1 FROM NODE 5D62.10 Tp I30DE 5Db4.00 = 370.00 FEET. END OF STUDY SUMMARY: � TOTAL A1�EAfACRES} - 0.95 TC{MIN.i = 9.43 � PEAK FLOW RA'FE{CFS) = 2.64 END �F RATIONAL l�1E'I`i{OD AI3ALYSIS i M � +r**�t***ty*t**x+k+*+***w�w�tis+ttr*+*�*x�+**w##++++*++*****+**++*��**+Y++++* RATIONAi� METHOD HYDROLOGY COMPiIf'ER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOB CONTROL DXSTRIC'� 19 B 5,19 B 1 H7C�ROLOGY MANi7AL Sc) Copyright 1982-2001 Advanced EngineEring Softiware (aes) Ver. �.SA Release �ate: O1/O1/2001 License ID 1549 Analysis prepared by: ProjectDesign Consultants - 701 B Stireet, Suite 800 San Diego, CA 92101 (619} 235-6471 +**�.w+*++tw++.,r�w*+*t+****r DESCRIP'FION OF S`i'UDY *t**+.wwx*+t*��+**�r*+tt*** * BRE$5I RA�7CH MASS GRADING UL'FIMATE CON172TIONS RE5IDENTiAL " � PLA2INING AREA $ - SYSTEM 5070 ' � * FILE: 5470.DAT '` yr14�i y t f****tk* Yr*****# Y! i#* t*f *Yr1i Y�*Yr ***#ir1�4YY ##t#Yr*tkYr'/rY�****i�*# **YYr #it***t1r *** FILE NAME: C:\2244\507Q.DA'F TIME/DATE dF S'TUDY: 19:33 06/24/2002 TUSER SPECIFIED HYDROLOGY AND HYDAATJLIC MOf3EL INFORMA?'EON: 1985 SAi�F DIEGO MAN[TAL CRETERIA USER SPECIFIED S`i`ORM EVENT(YEARj = 10�.00 • b-HQLiR DURATIOPI PRECIPITATION (IfTCHES) = 2.800 SPECIFIED I+SINIMUM PFPE SIZE(INCHi = 18.00 SPECIFIED PERCFNT OF GRADIENTSSDECIMAI,? TO i3SE FOR FRICTION SLOPE = 0.90 SAN DFEGO HYDRpLOGY MANI3AL 'C'-VALUES USED FOR RATIONAL METHOD PIOTE: ONLY PEAK CONFLUEI3CE VALUES CQNSID£RED . *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HAT,F- CR�SdN TO STREET-CROSSFALL: CURB GU'P'PEA-GEOMETRIES: MANNENG WID`i'H CRQSSFALL �N- / OUT-/PARIC- HEIGIiT WII7I'H LIP HIKE FAC'i'OR N0. (F3'} {FTj SIDE / SIDE/ WAY {FT) (F`P) (FT} (F'F) {n} _==-- ---------- --'- 1 20.p 15.0 0 420/D 020/4T020 0 50 1.50 0.0312 0.125 0.0175 GLOBAL S'I'REET FLdW-DEPTH CONSTRAiNTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth} -(Top-of-Curb? 2. fDepthj*fVelocity} Constraint = 6.0 (FT*FT/S} *SiZE PIPE WITi-I A FLOW CAPACITY GREATER TkiAN OA EQT3AL TO THE UPSTREAM TRIBUTARY PIPE.* �x*+t*a,r*++r+++*w*x�,t+*,r+v.a*�*��f+++*r**w*w**++++++++i.****,t*t+*t+w++*t**t*** FLC}W PROCESS FROM NOAE 5074.60 TO NODE 5074.10 ES CODE = 21 ----------------------------------------------------------------------------- »»>RATIOPiAL METI-lOD INITTAL SLTBAREA AiQALYSIS««< ------------ --- SINGLE'FAMILY DEVELOPMEI3T AUNOFF COEFFIC�ENT = .5500 SOIL Ci.ASSIFICATION �S 'D" S.C.S. CURVE NUMBER {p,MC II) = 88 INITIR� SUBAREA FLOW-LENG'FH = 120.00 UPS'iftEAM ELEVATIOIV = 325.50 DOWNSTRF.AM ELEVATION = 324.34 • ELEVAi'I4N DiFFEREI3CE = 1.20 • . • �rRsr.rr s�ra�� av�xr,aNn Tzr�E a� FLOW(MINUTESI = 1D.845 100 YEAR R.AINFALL INTENSITY{INCH/HOUR} � 4.477 SUBAREA RUNOFF(CFS} - 0.74 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS} - 0.74 #***Yr1r1r *tk**Yr# ** Yr* *** **** **** ****141F 1 t 1Y�y i't 1 t* # # # # f t! i*# #�k# f #i # t#t** # * #tt * t**! FLOW PROCESS FROM NODE 5074.1D 'T'0 NODE $074.11 I$ CODE = 62 --------------------------------------------___--___---------------------------- »»>COMPUTE SiREET FLOW TRAVEL TIME THRU SUBAREA««< »>» { STREET TAB�E SECTIdN # 1 USED f««< i.3PSTREAM EL�i7ATION(FEETj = 322.00 DOWNSTFtEAM ELEVATION{FEETj = 296.80 STREET LF.i+7GTH(FE�T) = 329.04 CURB HE�GHT{ENCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN T4 CR4SSFALL GRADEBREP.�C{FEETi = 15.00 INSIDE STREET CROSSFALL(DECTi4AIs) = 0.020 Oi]TSIDE 5TREET CROSSFALL(DECIMAIs) = 0.020 SPECIFIED NUi+SBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAX CROSSFALL(DECIMAI,} = 0.020 Manning's FRICTTON FACTOR for 5treetflow Section(curb-to-curb) � 0.0175 Manning's FRICTIQN FACTOR for Back-of-Walk Flow Section = D.a149 **TRAVEL TT3+� CQMPU'PED USII�iG ESTIMATED FLOW(CFSi = STREETFLpW i+fODEL RESULTS USING ESTEMATED•FLOW: STREET FLpW DEPTH(FEET} = 0.25 HAF��'STREET FLDOD WID'I'H�FEET} = 6.61 AVERAGE FE.OW VELDCITY{FEET/SEC.} = 4.41 PROAUCT OF DEPTH&VELpCITY(FT'FT/SEC.) = 1.14 STREE'I` Fi,OV�I TRAVEL TIME (i�SIN. )= 1. 24 Tc (I�4IN. j= 12 .49 l OQ Y�AA RAINFALL IN'PENSITY ( INCi-I/HOURj = 4. 175 SINGLE FAMTF.Y DEVELpPMENT RUNOFF COEFFICIIIVT =.5500 SOIL CF�ASSTFICATION IS "D" S. C. S. CURV� N[7M13ER (AMC II 1= 88 SUBARFA AREA(ACRES) = 1.49 SUBI�2EA RUNOFF(CFS) = TOTAE, AREA(ACRES? = 1.79 PEAK FLOW RA`FE(CF5) _ 2.95 3.42 4.1fi END OF SUBAREA S'i'REET FLOW HYDRAETLICS : D�PTH(FEET) = 0.30 H.ALFS'i'REET FLOOD WIDTH(FEET) = 8.54 FLOW �IELOCITY{FEET/SEC. } = 4.90 DEP'Y`H*VELOCI'i'Y(FT"FT/SEC. ) = 1.46 LONGEST FLOWPATH FROM NODE 5074.00 TO NODE 5474.J.2 =_ 4A9.DD FEE'I'. +*f+*+*�**r*++*+**++r*trtf*t*+***t***,ir*w*+x,rr**+*x*+******�**att*�r+�*++frr*t+t FLOW PROCESS FROM NODE 5474.11 TO NODE 507A.12 IS CODE = 31 -------------------------------------------___________--__-_------------------ »»>COi9PUTE PIPE-FLOW TRAVEL TIME 'I'HRU SiiBAREA««< »»>USING C0�5PUTER-ESTIMA'i'ED PZPESIZE (NODI-PitE55URE FLOW}««< ELEVATION DATA: UPSTREAMIFEETi = 29b.80 DOWNSTRE.�M(FEETJ = 296.30 FLOW LEI�GTH (FEETj = 22 . 30 M.a.NNING' S N= 0. 013 ESTIMATED PIPE DIA3�4E'FER(INCH) INCREASEB TO 18.00Q DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 I�TCHES PIPE-FLOW VELOCETY(FEET/SEC.f = 7.23 ESTIMATED PIPE DIAi�1ETER(INCHf = 18.40 N[ibfBER OF PIPES = 1 PIPE-FLOWfCFS} - 4.16 P3PE TRAVEL TIME{MIN.) = 0.05 Tc{MIN.i = 7.2.14 LONGEST FLOWPATH FROM NODE 5074.�Q TO NODE 5074.32 = A71.30 FEET. *** f#*i� *� i t t� � 4 Y Y*YYi Y kiYi! *#if ttY * Y t# i# f ttt**irir� �k'k1rYr*i! iF **iF** i**#*i*#fi i ti ik�k�Y FLOW 1'ROCBSS FROM NODS 5074.I2 Td NODE 5074.12 IS CODE = 1 i -------------------------------------------------------- »»>DESIGNATE �Ni�EPFNDEi�T`I` S'FREP.M FOR CONFLUENCE««< TOTAL DIUMBER OF STREAMS = 2 CQNFLUENCE VAL[JES USED FOR INI}EPENDENT STREAM 1 ARE: 'i'IME OF CONC$Is'I'RATYON(NSIi�T. ) = 12.14 RAINFALL INTEI35ITY(XNCH/HR} = 4.16 TOTAL STREAM AREA(AC�i�S} = 1.79 PEAK FLOW RATE(CFS) AT CONFLUFNCE = 4.}�6 *Yrw�FiFYrx f ** **t Y�* *+t'►i #f ***1r�Fyr* yr * wiF�lr** ****** ** *Vrk MMiF �t! *Y� f Yr'#**+tti*t*t#*ttt t�kYr�k* FLOW PROCESS FRON3[�IODE 5074.�6 TO NODE 5074.17 IS CQDE = 21 » » >RATIONAL METHOD IN�TIAL SUBARE73 ANALYSZS« «< SII3GLE FAi�4zLX DEVELOPMENT RUNOFF COEFFICISAIT =.5500 SOIL CLASSIFICATIpN IS "D" S.C.S. CURVE NiJMBER (AMC FI) = $8 INITIAL, SUHAREA �LOW-LENGTH = 160.00 UPSTREP,M ELEVAi`IQN = 325.50 DOWNSTREAM ELEVATION = 324.30 ELEVATION bIFFERENCE = 1.20 URBAN SUSAI2EA OVERLP.ND TIME OF FLOW(MINVPES) = 13.7B3 �QO Y�AR RAINFALL INTF�ISITY{INCH/Ii0iFR) = 3.836 SUBAREA RLTNOFFiCFS} = O,bB TO'FAL AFtEA(ACRES} = D.32 TOTAL RUNOFF{Cg5) = fl.68 „z****�+.�*�..*.*�*t*f***..**«..xx.,.,.*.***+*+*.r+x.*ft+*++**t*t*.*.*,.,.�„**,.a*,r FLOW PFi0CE55 FROM NODE 5Q74.17 TO I+70DE 5074.18 IS CODE = 62 . »»>COMPiJTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< »»> ( STREET TABLE SECTIOB} # 1 USED) ««< ----------------------------------------------- UPSTFtEA�f ELEVATION(FEET) = 322.00 DbWNSTREAM ELEVATIQN(FEET) = 296.80 STREET LENGTH(FEETj = 367.20 CURB HEIGHT(II�CHES} = 6.0 STREET HALFWIDTH(FEET) = 20.00 DIS'I'ANCE PRQM CROWi�} TO CROSSFALL GRA�]EBREAK(FEETi = 15.04 INSIDE STi2EE�' CROSSFALL {DECI2�fAI,? = D. 024 OUTSID� STREET CR05SFALL{DECIMAL) = O.D20 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 , STREET PARKWAY CR05SFALL(DECIt+�AL) = 0.420 Manning's FRICTION FAC'FOR for Streetflow Section(curb-�o-curb) � D.D175 Manning's FRICTION FAC'i'OR #pr Back-of-Walk Flow Section = 0.0149 **TRAVEL 'I`IME COMPUTEd USING ESTIMATED FLOW(CFS) = 2.3D STAEETFLOW MODEL RESULi'S USING ESTIMATED FLOW: STftEET FLOW PEPTH I F�E'F )= 0. 2 b HALFSTREE'I` FLOOD WID'I'H(FEET) = 6.61 AVERAGE FLdW VELOCI'i'Y{FEETISEC.) = 4.13 PRODUCT OF DEPTH�VET.,OCITY(FT*F�/SEC.) = 1.07 STREET FLOW 'i'RAVEL TIME {I�SIN. ) = 1 . 48 `i'c {MIN. ) = 15 . 26 100 YEAR RA�NFALL IN'FENSITX(INCH/HOUR1 = 3.592 SENGLE FAM3LY DEVELOPMENT RUNOFF COEFFICIENT =.5500 SflIL CLASSIF�CATIODi IS 'D" S.C.S. CiFRVE NUMBER (AMC II) = 88 SUHAREA AREA(ACRESI = 1.64 SiTBAREA RUNOFF{CFSi = 3.24 TO'TAL AREAfACRES) = �.96 PEAK FLOW RATE(CFS) = 3.9k • ENB OF SUBAREA STREET FLOW HYDRAULICS: i • C � DEPTH{FEET} = 4_3Q HALFSTREET FLOOD WIDTH(FEETj = 8.54 FLOW V�LOCITY{FEET/SEC.} = 4.61 DEPTH*VELOCITY{FT*FT/SEC.) = 1.37 LONGEST FL�WPATH FROM NODE 5fl74.16 TO NODE 5074.18 = 527.24 FEET. **k+**�***+***»*a*****�***,.***+*�*.�*.,,.,.,.*��.******+,...aa**�,.�*�****++t+�*+it FLOW PROCESS FRQM NODE 5Q74.18 TO NODE 5074.12 IS CODE = 31 »»>COD'SQUTE PIPE-FLOW TR.AVEL TI2�E THRU SUBAREA««< »»>USING COMPLJ'i`EFt-ESTIMATED PIPESIZE (NON-Pi"iESSL7RE FLOWj ««< ------------------------------------------------ -----------________.._..__-__ ----------------------___------------------------------------------------------- ELEVA�'IOi�7 DATA: UP5'I'RE.n.M(FEETj = 296.64 DOW3dSTREP,M{FEETf = 296.5Q FLOW LENGTH{FEET) = 6.30 MANNING'S N= 0.013 ESTIMATED PiPE DIAMETER(INCHj INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE-Fi,OW VELOCITY(FEET/SEC.f = $.45 ESTIMAT£D PIPE DIAMETER(INCHj = 1$.00 NUMBER OF PIPES = 1 PIPE-Fi,OW{CFS) = 3.91 PIPE TRAVEL TIME{MIN.j = 0.02 Tc(MIN.� = 15.28 LONGEST FLOWPATH FROM NbDE 5074.16 TO NODE 5074.12 = 535.54 FEET. **++****.+*:****.,.,*.,.,*.*,.�..*�,.,..*.***.+****+.**,....*,.*,..�.*.�.�+�+..+.*��*+�* �'LOW PROCE55 FRQM NODE 5a74.12 TO NODE 5074.12 IS CODE = � ---------------------------_---=--------------------------------------------- »»>DESIGNATE INDEPF.NAF.NT STREAM FOR CONFLUENCE««< »»>AND C4MPUTE VARzOUS CdNFLUEI�ICED STREAM VALiTE5««< TOTAL AiUMBER dF STAEAMS = 2 CONFLUENCE VAI�UES USED FOR INAEPEiVDENT STREAM 2 ARE: TIME dF CONCENTFtATIONIMZN.) = 15.28 RAINFALL ENTENSITX(IidCH/HR) = 3.59 TO'i'AL STREAM AREA(ACRES) = 1.96 PEAK FLOW RATE(CFS) AT CONFLiTENCE = 3.91 * * CONFL[7ENCE DATA * * STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (M�N.) {INCH/HOUR) (ACREj 1 4.16 32.14 4.163 1.79 2 3.91 Z5.28 3.589 1.95 RAENFALL INTEi�iSITY AND TIME OF CONCEI3TRATIOPI RATIO CdNFLiJENCE FORM[iLA US�D FOR 2 STREAMS. *} PEAK FLOW RATE TABL� ** STREAM RUNOFF Tc IN'f`�NSTTY NiTMBER (CF5} (MIN. i (TNCI-4/HOUR1 1 7.53 12.14 4.163 2 7.50 15.28 3.589 COMPUi'ED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK Fi,OW RATE(CFS) = 7.53 Tc{MIN.} _ TOTAL AREAfACi2ES) = 3.75 LONGEST FLOWPATH FROM �}ODE 5079.16 Tp NQDE 12.i4 5074.12 = 535.50 FEET. +++�++W+�+iri.�++t*r r*w�,t*�*++i.i.+++a**i.�***t+�**ti.�ri.t�wwr+iw*�+�+v.*+wr�x++,r*r FLOW PROCESS FROM NODE 5474.12 TO NOAE 5474.12 IS CODE = 31 » » >COMPUTE PIPE-FLOW 'FRAVEL TiME THRU SUBAREA« « < » »>USING COMPUTER--ESTiIMATED PIPESIZE (NON-Pi�ESSUR� FLOW) « «< ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET� = 296.84 DOWNSTREA.M(FEET) = 271.70 FI,OW LENGTH(FEETj = 334.Q0 MP.NNING'S N= O.D13 � ES`PI�FATED PIPE DIAME'I'ER; INCH) INCREASED TO �8. 000 DEPTH OF FLOW IN 18.4 INCH PIPE IS b.5 iNCHES PIPE-FLOW VELOCITY(FEET/SEC.1 = 13.21 ESTIidATED PIPE DIAMETER{INCH) = 18.00 idUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.53 PIPE TRAVEL TIM�(MTN.) = 0.42 TC{MIN.) = 12.56 LONGEST FLOWPATH FROM NODE 5074.16 TO NOD� 5a74.12 = $69.50 F"EET. +�w+��,.,.*t*r�+++**+,.**+**.*.+„�«**+**.,,.******«.,«**�,.***.**�*,.«,...***,.**..,,*+� FLOW PROCESS FROM [�iODE 5074.20 TO NODE 5074.2D IS CODE = 1 »»>DESIGNA'I'E IPIDEPENDENT STREAM FOR CONFLUENCE««< ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- TOTAE� i�Fi_TMBER OF STREAMS � 3 CONFLUENCE VAI.LiES USEi] FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCEI+P�'RATZON(MIN. ) = 12.56 RAINFALL INTENSITX(INCH/HRi = 4.07 TOTAL STREAM AREP.(ACRES} = 3.75 PEAK FLOW RATE(CFS} A'I' CONFLUENCE = 7.53 ***.,..*********�++*+++*�.�ti�**ti.t+�.t.w*****�++++t***�*++*��***+t****+**�*«* �'LOW PROCESS �'ROri NODE 5D74.13 TO NODE 5074.14 IS CODE = 21 ------------------------------------------------------------------------------- »»>RATIONAL [�3ETHOD INITIAL SUBAREA AI3ALYSIS««< SI@IGLE FAMILY DEVEI,OPMEN'i' Ri3NOF�' COEFFICiENT =.5500 SOZL CLASSIFICATION I5 "D" S.C.S. CURVE NUMBER (AMC II} _ $B x23I'FIAi SUBAREA FLOW-LENGTH = 130.00 UPS'FR�AM ELEVATION = 297.20 � DOWNSTREAM ELEVATIOA3 = 295.90 ELEVATION DIFFEREIdCE = 1.30 URBAN SUSAREA OVERLAND TIME OF FLOW{MINLTTES) = 11.288 ].00 YEA13 �tAINFALL INTENSITY ( INCH/HOUf2) = 4. 363 SiiBAREA R(TNpFF ( CFS }= 0. B5 TOTAL AREA(ACR�Sj = Q.36 TOTAL Ri3NOFF{CFS) = 0.8fi *** ***** * # **##'k*1F � t 1'k }�k iYf �FYiF4 Y # f f iFf **Y if t#! } # *tt# # **iF1� *�k*tk**� * 1�*Yr *�kY� Y�Yr Yr f **** FLOW PRQCESS FROAf DTODE 5074.I4 TO NODE 5a74.15 I5 CODE = 62 __--_-___--------------------------------------------------------------------- »»>CpMPi7TE STREET FLOW TRAVEL TIME THRU SLT$AREA««< »»> f STREET TABLE SECTION # 3� [iSED) ««< _ ----------------------------------------_--------___---------------------------- -------------------------------------------------------------------------__-- i3PSTRE.�M ELEVATIOiV(FEET} = 292.00 DCIWNSTREAM ELEVATION(FEET) = 271.10 STREET LENGTH(FEET) = 391.30 CURB HEIGH'E`(INCHES} = 6.0 STREET HALFWIDTHIFEET} = 20.00 DISTANCE FROM CROWI3 TO CROSSFALi� GRAI)EBREAK{�'EET) � 15.00 INSIDE STREET CR05SFALL{L?ECIMAL) = 0.020 OVTSIDE STREET CROSSFALLIDECIMALj = O.D24 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF =� STREE'F PARKWAY CROSSFALL(DECIMALj = 0.420 Manning's FRICTION FACTOR for Streetflow Section(cuzb-to-curbJ = 0.0175 Manning's FRICTION F7ICTOR for Back-of-WaZk Flow Section = O.OJ.49 **'i'RAVEL �iME COMPUTED iiSING ESTEMATED FLOW(CFS� = 2.91 STREETFLQW MODEL RESLTF,TS USING ESTI�ATED FLOW: STFtEET FLOW DEPTH{FEET} = 0.28 HALFSTREE'F' FLOOD WIDTH(FEE'i} = 7.90 • AVERAGE FLOW VELOCITY(FEET/SEC.} = 3.92 � PRODUCT OF DE�i'H&VELOCITY(FT*FT/SEC.} = 1.11 STREET FLOW TRAVEL TIME{�ZN.� = 1.66 TC(M��.) _�2.95 100 YEAR RAII�iF'ALL Ii�ITENSITY ( xNCH/HOi3R) = 3. 993 5II3GLE FAt7II.�Y DEVELOPMENT RUNOFF COEFFICEENT =.55a0 $OIL CLASSIFICA'I'ION IS "D' S. C. S. CiJRVE NiFMBER ( AMC z��= a s SUBAREA ARSA(ACRES} = 1.86 SUBAREA RUNOFF(CFS1 = 4.08 TQTAL AREA(ACRESi = 2.22 PEAK FLOW RATE(CFSf = 4.95 ENL? OF SUBAAEA STREET FLOW HYDRAULICS_ DEPTH{FEE'i'} = p.33 HAI�FSTREET FLOOD WEDTH[FEE'i'? = 9.95 FLOW VELOCI3'Y{FEET/SEC.1 = 4.46 DEPTH*VELOCI'i'Y1FT*FT/SEC.1"= 1.45 LONGEST FLOWPA3`H �'ROM NODE 5474.13 TO NODE 5fl74.15 = 521.30 FEET. ******x�f++++*t****..�+���*.�.*+*+****.**,,.******,r�,.+,.+�t�*t+*..*�*x**+**+++t. FLOW PROCESS FR�M NODE 5Q74.15 TO NODE 5074.20 IS CdDE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TiME THRU SUBAREA« ¢¢< � »»>USING COi�7PUTER-�STIMATED PIPESIZE (NON-PRE55i3RE FLOW) ««< ----------------------__-_------------------__-_ ELEVATEON DATA: UPS'i'REAMiFEE`Fj = 271.70 DOWNSTREAM(FEET) = 271.20 FLQW LENGTIi (FEET} � 22 .30 I�SP,idEVING' S N= 0. Q13 ESTiMATED PIPE DxAMETER(INCH} INCREASED 'Tp 16.044 DEP`i'H OF FLOW FN 18.0 INCH PiPE IS 7.1 INCHES PIPE-FLOW VELOCiTY(FEET/SEC.) = 7.59 ESTIMATED PIPE TlIA�4E'i`ER � INCH f= 18 . 00 NUMBER OF PIPES = 1 PIPE-FLOW{�FS) = 4.95 PIPE TRAVEL TIME{MIN.? = 0.05 TC(i�2N.} = 13.00 LONGEST FLOWPAfiH FROM NODE 5074.13 TO NQDE 5074.20 = 543.60 FEET. . �*w+**++**t*,.*+**�w**w+..*+t+f**..**.a****+v.*******�+*�**+a****+,r,+ww*t*t+**t« FLOW PROCESS FROM NODE 5074.20 TO NODE 5474.20 IS COi]E = 1 �y»>DESIGNATE xNDEPF�]DENT STREAM FOR CONFLUENCE««< �TQTAi, NUMBER OF STAEAMS = 3 • CONFLUENCE VAi.UES USED FOR INDEPENDEAi'T' STREA3+! 2 ARE: `f'IME OF CONCENTRATIpN(MIN.i = 13.00 RAINFALL FN�'ENST'I'Y f INCH/HR} = 3. 48 `i0'i`AL 5'iREAM AR�A (ACRES} - 2 . 22 PEAK FLOW RA'FE(CFS) A'£ CONF'LUENCE = 4.95 #*t!! ** tkY� k Y� * * * *f'*Y* * f Y Y Yt t****t'/rYr* * ****#i 1Y i Y Y Y #*t ***Yr*Y� * *** *Y�'**Y�k # #**t f *Yrf * FLOW PROCESS FROM NODE 5074.19 TO NODE 5074.21 IS C�DE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < ----------------------- SIidGI.�E FAMILY DEVELOPMENT RUNOPF COEFFICIENT =.5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC IY) = 88 IF�TITIAL SUBAREA FLOW-LENGTH = 130.04 iJPSTREAi'h ELEVATION = 297.40 DOWNSTREAM ELEVATION = 296.10 ELE�IATIOI3 DIFFERENCE = 1.30 iJRBA23 SiFBAREA OVE�t3,ArFD TIME dF FLOW(MIPIUTES) = 11.288 100 YEAR RASNFALL IAi'PENSITY(IAiCH/HOUR} = 4.363 SUBAREA Ri3i30FFfCFS) = 0.65 TOTAL AREA(ACRES} = 0.27 TOTAL R[7NOFF(CFSp = 0.65 +*+�*r*w*k+,r,r++,r++++**++�r*t+r*t+****,o-�**+**+++i�+yi**r*a**++i.**++rr*i**++*w+. • FLOW PROCESS FROM NpDE 5D74.21 TQ NODE 5074.22 IS CODE = 62 � -----------------�--------------___----------------------------------------- »»>CON3PLFTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » »>(STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 292.00 DOWNSTREAM ELEVATION(FEETj = 271.70 STREET LENGTH{FEETj = 304.Q0 CURB HEIGfiT(INCHESj = 6.Q S'I'AEET I-IAI,FWIDTH(FEEi') = 20.OQ D35'i'ANCE FROM CRpWDI TO CROSSFALL GRADEBHEAK(FEETj = 15.04 INS�DE STREE'T` CROSSFALL(DECIMAL) = O.Q20 OU�'SIDE STREET CROSSFALL(DECIMALJ = 0.020 SPECIFIED NUMBER OF fiALFSTREETS CARRYING RiR30FF = 1 STREE'F PARKWAY CR055FA�,L(DECTMAi�} = 0.620 Manning's FRiCTION FAC'i'OR for Streetflow Section(curb-to-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of-WaZk Flow Section = 0.4149 "*TRAVEL TIME COMPiJTEA USING ES`i`fMATED Fi.OW(CFS) = 1.47 STREETFLOW MdDEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH{FEE�'j = D.23 ]3ALF5TREET FLOOIJ WID'PH { FEET )_ - 5. 21 AVERAGE FLOW VET.�OCITY{�'�E'F/SEC. } = 3.79 PRODLiCT OF DEP'i'H�VELOCI'T'Y { F'F*FT/ SEC .) = 4. 87 STREET FLOW TRAV�L TIME{MIid.j = 1.34 Tc(MIId.j = 12.63 lOD YEAR RAII3FALL INTENSITY{gNCH/HOUA) = 4.059 SINGLE FAFfILX AEVELQPP4ENT RUNOFF COEFFICIEN3' _.5540 SOIL CLASSIFICATION IS "D" S. C. S. CURVE N[iMBER ( ANEC I I} - $ g SUSAREA AREA(ACRES} = 0.74 SUBAREA RUNOFFICFS) _ �.65 TOTAL AREA(ACRES} � 1.01 PEAK FLOW RATEICFSi = 2.30 iEND OF SUBAREA STREE'I` FLQW HYDRAULICS: DEPTH(FEET) = 0.26 HAI�FSTREE'i FLOOD WiDTH(FEETj = 6.fi7 FLOW VELOCITX(FEE'T'/S�C.a = 4.09 DEPTH*VELOC�TY(F'I'*FT/SEC.) = 1.06 LONGEST EE,OWPATH FROM NODE 5074.19 TO NODE . 5074.22 = 434.00 FEET. *r+f**ww**wr**i.a++,t+*x**�+ti+y++r*r*r++tr*f*+*t*x+xrwx**+++a*tkf�+w�+**+tttt+ FLOW PROCESS�FROM NODE 5D74.22 TO NODE 5074.20 IS CODE = 31 ----------------------------------------------------------------------------- »»>COMPUTE PIPE-FLQW TRAVEL TiME THRU SUBAREA« «< » » >USING COMPUTER-ESTIMATED PIPESIZE (NQN-PRESSURE FLpWi « « < -----_--_--_------------------------- • ELEVATION DATA: UPSTREAA4(FEETj = 271.70 AOWNS'i'AEAMiFEETj = 271.50 FLOW LENGTH(FEET) = 8.30 MANNING'S N= D.013 ESTiMATED PIPE DIAbfETER�INCH) INCREASED TO �B.00fl DEPTH QF FLOW IN 18.6 IidCH PIPE IS 4.7 INCHES PIPE-�'LOW VELOCITY(FEET/SEC.1 = 6.28 ESTI�IATED PIPE DIAMETER(INCHy =�5.00 NUMBER OF P�PES = 1 PiPE-FE�OW(CFS) = 2.34 PiPE T�tAVEL TIME(PSIN.) = 0.02 TC(MIN.) = 12.65 LpNGEST FLOWPATH FROM NODE 5fl74.19 TO NODE 5074.24 = 442.30 FEET. �+****+**�wt..+*«++++i*+**+*+**..+.***k**+********a�.*r+t+ft*+*+*«*******k+*tv, Fi�OW PRpCESS FRON3 NODE 5074.20 'FO NODE 5D74.2d IS CODE = 1 ------------------------------------------------------------------------------ » »>DESIGNATE IT3DEPENDENT STREAM FOR CONFLUENCE« «< »»>ANl� COMPUTE VARIOUS COI3FLUEIJCED STREAM VALi7ES««< TOTAL NUi�IB�R OF STREAMS = 3 CONFLUENCE VALUES USED FOR IAiDEPEN[]EN'I' STREAM 3 ARE: • TIME OF CONC�NT'hATIONiMIN.j = 12.65 � RAIPIFALL INTEI�iS�TY(INCH/I-II2) = 4.05 TOTAL STREAN3 AREAIACRES) = 1.01 PEAK FLOW RATE(CFS} AT CONFLUENCE = 2.30 * * CQNFLiJENCE 1�ATA � * STREAM RUI30FF 'PC INTENSITY AREA NL7MBEA (CFS1 (MZN.) (SNCH/HOUR) (ACRE} ]. 'i.53 12.56 4.473 3.75 2 4.95 13.00 3.983 2.22 3 2.30 12.65 4.055 1.01 RAINFALL �NTENSTTY AND TIME OF CONCENTftAT20N RI+�TIO CONFLUENCE FOfZi9iTT�A T3SED FOR 3 STREA.MS. ** PEAK FLOW RATE TABLE '� S'4`REAM RUNOFF Tc INTE135YTY NUMBER (CFS) (MIN.} {INCH/HOUR} 1 14.b6 12.56 4.D73 2 14.56 12.65 4.055 3 14.58 13.00 3.983 COMPUTEI} CONFLU�NCE ESTIMATES ARE AS FOLLOWS: PEAK FLQW RATE{�FS) = 14.66 Tc(MIN.} - 12.56 TO�'AL AItEA(ACRESI = 6.98 LONGES'F FLOWPATH FROM NODE 5074.16 TO NODE 5Q74.2q = 669.50 FEET. ww,irw*+�+,tt*+w+tt***rr*st+*++++t+fttw*ttt*tt*xw�xww�***ir****f+i.+rsv.*w*W*+�rrrt FLOW PROCESS FROM NODE 5074.20 TO NODE 5075.00 TS CQI7E = 31 »» >COMPUTE PEPE-FLOW TRAVEL TIME i'HRU SUBAREA« «< � -- »»>USING-COMPU'iER=ESTYMATED-PIP£S�ZE_{h}ON=PRESS[JRE-FLOW) «« <--T=====--_ ELEVATTON ]7ATA: UPSTREAM(FEET) = 271.20 DOWNSTREAM{PEET) = 269.2d FLOW LE�IGTH (FEE'i} - $5. DO MANNING' S I3 = D. 0].3 DEPTH OF FLOW IN 18.Q FNCH PIPE IS 14.1 INCHES PIPE-FLOW VELOC�'I'Y{FEET/SEC.) = 9.85 ESTIMATEI} PIPE €7IAMETEFt { INCFi j= 1B . 40 NUMBER OF PIPES = 1 PIPE-FLOw(CFSi = 14.66 PIPE TRAVEL TIME{MYN.) = 0.14 Tc(P3IN.� = 12.74 LONGEST FLOWPA�'H FRQM NODE 5074.16 TO NODE 5075.00 = 954.50 FEET. Ei�ID pF STiiDY SiIMMARY : . T03'AL AREAfACRES} - 6. 98 TC (N3IN. )= 12.70 , PEAIC FLOW R.ATE(CFS) - 14.66 END OF RATIONAL METHOD ANALYSIS 0 � � f * * * * * * * * * � * * # f # Y + t * * * * * * f * rt * * # * # * # f W i � y W t + f t + * * * * * * * k * * * * * * * W i i * * # � i * 4 # * f # t RATTONAL METHOD HYDRdLOGY COMPLFI'ER PROGR�M PACKAGE Reference: SAt3 DIEGO CQUNTY FLOOD CONTROL DISTRICT 19 8 5, 19 8� HYDROLOGY MAN[JAE, Sc? Copyright 1982-20D1 Advanced Engineering Sof�ware (aes) Ver. 1.5A Release Date: 01/01/2001 License ED 1509 Analysis prepared by: Pro3ectDesign Consultants 701 B Street, Suite 840 San Diego, CA 92101 {6191 235-6471 *�*****+*:fs+++**t*«�***t,r DESCRIPTIOAI OF STUDY *++**���v.r++tititi+*fw+�+*+** * BRESSI RANCH - MASS GRADYi3G ULT�MATE CONDITIOI3S RESTDENTIAL * * Pi�ATTN?NG AREA 12 NOftTH - BRESSI R�NCH ` * SXSTEM 5085 '` *+****v�:+++*******x*****�w*�*t*+t,.t**�*+,.**.*****+�.w�+���**+*++****�****� FZLE NAME: 5085.AAT 'TIME/DA'£E OF 5TUDY: 15:38 09/03/2002 ' --------------------------------------------------__-------------------___------ [3SER SPECIFIED IiYDROLOGY AND HYDRAULIC MOi.IEL iNFORMATION: --__-----------------------------------------------------------------------_--_ 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIEA STpiii�7 EVEI3TiXEAA) = 10�.4� � 6-HOUR DURATIOid P3��CIPITATION (INCHESi = 2.BflQ SPECiFIED MINIMUM PIPE SIZEfINCH} = 18.00 SPECFFIED PERCEN'I' OF GRADIEfQTS{DEC�MALi TO USE FdR FRIC'iION SLOP� = 0_90 SAN DIEGO HYDROLOGY MANLIAL "C"-VALUES U5EL1 FOR RATIODiAL METHOD NQTE: OI3LY PEAFC CflNFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTI0135 FOR CdUPLED PIPEFLOW AND S'i'REETFi,OW MODEL� HALF- CROWI3 TO STi�ET-CROSSFALL: Cl7RB GLJTTER-GEOMETRIES: MAi�iNIi�IG WILYiH CRdSSFALL IN- / OUT-/PARK- HEIGH'I' WIDTIi LIP HIKE FACTOR NO. IF"f`) {FT) SIDE / SIDE/ WAY {�T} (F'F`) (F'i'J iF'F) (n? ----- ---------- ----------------- ------ ----- ---- 1 20.0 J.5.0 0.420/0.020/0.020 Q.50 1.50 0.0312 0.�25 0.0175 GLOBAL STREE'i' FLOW-DEP�'H CQNSTRAII3'I'S : 1. Relative Flow-Degth = 0.50 FEET as (P�Saximum Allowable S�reet Flow Depthj -(Top-of-Curby 2. (Depth}*{Velocity} Constraint = 6.0 {FT*FT/Si *SZZE PIYE WITf3 A FLOW CAPACITY GREATER T}IAN OR EQUAL TO THE UPSTREAM 'i'RZSUT'ARY PIPE.* * *1riFY� /riF **i't#lt't'tt * t* * ttY� tktklririF iF * * *#1�# i+t�'* * i Y 4# #t**** * *Yr Yr ***# *#+w f f # f f t t ** ** *iF** FLOW PROCESS FR4M I30DE 5085.�4 'I'd NODE 5085.20 ZS CODE = 21 ---------------------------------------------------------------------------- »»>RATTODIAL METHOD INIT3AL SUBAAEA A�IA�,YSIS««� SINGLE FAMILY DEVE�,OPNiENT RUNOFF COEFFICIEIV'P =.5500 SOIL CLASSIFICA`f�ION IS 'D' S.C.S. CURVE NUMBER (AMC II} = $8 Ii�iI'I'IAL SUBAREA FLOW-LENGTH = 180.OD iiPST�AM ELEVATiON = 242.$0 DOWNSTREAM ELEVATiON = 241.00 • ELEVATION DIFFERENCE = 1.80 �� � r � �J URBAN SUBAREA �VERL}1F1I] T�MS OF F'LOW{MII3LT'i'E51 = 13.282 104 YEP.R 1�A�NFALL INTENSITY ( IidCH/HOURj = 3. 928 SUBAREA RT7NOFF(CFS1 = 0.45 TOTAL AREAIACAES} = 0.21 TOTAL RLFNOFF(CFS) = 0.45 ,.*,rf+���***+++*+*+***«,.,,..,,.�****�*.+,.++��r++*.+**t+f+*..*«�*.****�*******�**** FLOW PROCESS FROM NODE 5485.20 TO NDI}E 5085.30 IS CODE = 62 --------__------------------------------------------------------------------- »»>COMPUTE S'I'REE'F FLOW TR.AVEi, TIME THRU SUBAREA««< »»> ( STREET TABUE SECTIOPT # 1 USED} ««< A UPSTREAM EiEVA'i`ION{FEET) _ �241.QQ DOWNSTREAM ELEVATIO[d{FEET} � 202.00 STREET LENGTH(FEET) = 880.00 CURB HEIGHT{INCHES) = 5.0 STREET HALFWIDTH[FEET) = 20.00 D�STANCE FRdM CROWI�i Tb CROSSFALL GRADEBREAKfFEET) = 15.04 INS�D� STREET CROSSFALL{I3ECIN4AL} � 0.020 OL]'i`SiDE STREET CROSSFALL(DECItdF�i�i = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PP.RKWAY CROSSFALL(bECIMAL} = p.024 Manning's FRiCTION FACTOR for 5treetf�ow Section{curb-to-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Sectian � 0.0149 *�TRAVEL TIME COMPi]''I'ED USING ESTIt+�ATED FLOW(CFS) _ STREETFLOW MODEL AESULTS USYNG ESTIMA'iED F�,bW: STREE'F FLOW DEPTH(FEET� = 0.26 HALFS'i'REET FLOOD WIDTH(FEE`i`} - 6.85 AVERAGE FLOW VELC)CITYIFEET/SEC.) = 3.38 PRODUCT OF D�PTH&VELOCITYIFT*FT/SSC.1 = 0.89 STREET FLOW TRAVEL TIME (�7Iid. }- 4. 34 TC (MIN. )= 17 . 62 l0a YEAR RAINFALL iNTENSITYfINCH/HOUR1 = 3.274 SINGLE FAMILY DEVELOPM�IT RLTPIOFF COEFFICIENT =.5500 SOIL CLASSIFICATION TS "D" S.C.S. CURVE NUMBER {AMC IIj = $8 SUBAREA AREA(ACRSS) = 1.69 SIJBAREA RUNOFF(CFS) _ TOTAL AREA(ACRESj = }..90 PEAK FLOW RATE(CFS) _ 1.98 3.04 3.50 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0_31 HALFSTREET FLOOD WID'i'H(FEE'I'} t 8.96 FLOW VELOCI�Y(FEET/SEC. }= 3.80 DEPTH"VELOCI'i'Y{��F'I`/SEC. }= 1. �6 LQNGEST FLOWPATH FRpM NdDE 50B5.10 'F4 NOAE. 5fl85.30 = 1060.00 FEE'f'. tt*�*�,r*x+++*�a++�Yr*+y**ft*wt*++►,k,r+,t*t,t+ti.t**w+�*+ti�rt***+***,r**+w�*i.,t,t,t**** FLOW PROCESS FROM NODE 5085.30 TO NODE 5065.OD I5 CODE = 31 »7»COMpUTE PIPE-FLOW TRAVEL TZME THRU SCTBAREA««� »»>USII3G CQMPUTER-E5`i'IMATED PIPESiZE ;I30N-PRESSURE FLOW) ««< -----�-------------------------------- ------------------- EI,EVATIObi DATA: UPSTREAMLFEETj = 202.00 DOWNSTREA�F(FEET) = 201.50 FL4W LFNGTH[FEETj = 4.50 MANNT23G'S N= O.D13 ES'I'IMA'I'ED PIPE DIAhfETER (�NCIi) INCI2EASED TO 18. 000 DEPTH OF FLQW IN 18.0 INCH PIPE IS 3.9 �NCHES PiPE-FLOW VELOC�TYfFEET/SEC.) = 12.21 ES'iIMAT�D PIPE DIAMETERfINCI-3) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOWfCFSj = 3.50 PIPE TRAVEL TiME(MIN.? = 0.01 TC(M�N.} = 17.63 LONGEST FLOWPATH FROM NODE 5D85.1D TO NODE 5085.00 = 2064.5D FEET. ENB 0�' STUDY SUNII�IARY: TOTAL AREA{ACRES) = 1.90 TCfMIN.} - 17.63 � -_PEAK_FLOW-RAmEiCFS1__^^RT'===3=5�====---------- ==5=====______�-����_____== END OF RATIONAL NFETHOD ANALYSXS � • • # i * # * ! * * * * * * * * * * * * * * * i W � * i t * * t t t * * * * * * * # t * * * * * * � * * * * * * * W w # > Y � Y Y # * * * * t i * i * * * t RATIONAL METHOD HYT7RQLOGY COi+3PUTER PROGRAM PACICAGE iteference: SAB} DIEGO COUtV'X'Y FLOOD CONTROL DISTRICT 19 8 5, 19 B 1 HYDltOLOGY 3dA33UAL (c) Copyright 1982-2Q01 Advanced Engineering SoftwarE �aes) Ver. 1.5A Release Date: O1/O1/2441 License �D 1509 Ana�ysis prepared by: PrajectDesign Consultants 701 B Stree�, Suite Sa0 San Diego, CA 92141 (619) 235-6471 ******w,r+*�**+*+.*w*rf++**� DESCRIPTION OF STf3DY *++vr**+*�*ff*rw*x<x***�+* * BRESSI RANCH MASS GRADING ULTIMA'i'E CONDI'i'IOi�7S RE$IDENTIAL LO'I`5 HYDROIJOGY * * PLANNING AREA 12 - BRESSi RANCH ' * SYSTEM 5086 ' �*******�+**++wti��*++**+*+�+...,..,*,.**+*****+***ti�«..++t****+..,...,x«�+******+** FILE NAME: C:\2244�5486.DAT TIME/�ATE 0� STT.inY: 08:00 06/27/2002 USER SPEC2FIE� HYDROLOGY AND HYDRAtJLIC MODEi� I�iFdRMATION: ].985 SAN DIEGO MAI3iJAL CRITERIA USER SPECIFIED STORM EVEN'P(YF.AR) = 1D0.00 • 6-HD[3R DURATION PRECIPFTATIO�I {zNCHES) _ �2.8D0 SPECIFTED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIEb PERCENT OF GAADIEid'I'S{DECIMAL} TO U5E FOR FRICTION SLOPE = Q.90 5AN 1]IEGO HYDRQLOGY MANUAL 'C"-VAi,UES i7SED FOR RATIONAL METHQp NbTE: ONLY PEAK CONFLUENCE VALUES COAiSIDERED *USER-AEFII3ED STREET-SECTIOA7S FOR COUPLED PIPEFi,OW AND STREET�'LOW MQDEL* HALF- C12QWN TO STREET-CR055FALL: CURB GUT`PER-GEOMETRZES: M.�NNING WIATH CROSSFAi�E, IN- / OUT-/PARK- HEIGHT WID`i`H LIP HIKE PAC'i`OR NO. (FT} (FTj SIDE / SIDE/ WAX {FT� [FT) (FTj (FT} {n] ----- --------- ------------------ ]. 20.0 15.0 0.02a/0.020/0.020 0.5D 1.54 0.0312 Q.125 0.0175 GLO�AL STREET FLdW-DEPTH CONSTRAINfiS: 1. Relative Flow-Deptih = a.SD FEET as IMaximuin AllowabJ.e Street Flow Depth) -(Top-of-Curb1 2. (Depth)*(Veloci�y} �onstraint = 6.D (FT*FT/S) *SEZE PIPE WITH A FLOW CAPACITY GREA`iER THAN OR EQUAL TO THE UPSTREAM TRIBLFTARY PIPE.* trrr****t*+t*+�+w***wx+*t�+t*+�*+�r*t*++i.*++r**x**,t+**++���r*r+*t++***rw**x*t FLOW PROCESS FRQM NODE 5086.10 TO NODE 5D86.26 IS CODE = 2� ------------------------------------------------------------------------------ »»>RATIdNAL METHOD Ii�IITIAL SUBAREA ANALYSIS««< *USER SPECI�'IED(SUBAREA}: SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT =.450Q S.C.S. CURVE NUMBER (AMC iI) = 0 NATiJRAL WATERSHED NON30GRAPH TIME OF CONCEN`i'RATION {APPENI]IX X-A} WITH 10-MINUTES ADDED = �1 . OS (ISINiI'I'ES) INITIAL SUBAREA FLOW-LENG'FH = 370.00 . UPS'I'R�AM ELEVATIdN = 410.00 � DOWNSTREAi+3 ELEVATI03d = 270.00 ELEVATION DIFFERENCE = 140.40 lOD YEAR RAINFALL IN'i'ENSFTY(INCH/HOUFt) = 4.416 Si3SAREA FtUNOFF(CFSi = 1.99 TOTAL AREA{ACRES) = 1•00 TOTAL RCTI30FF{CFS) = 1.99 kyr ** * ***ir � 1 f * * * f't*** �k tktktk �1**tkf *tk Yri� ik*Yr *Yr* ik * *** **k k'ktk'1r1F1Y***! �'*1� ** #*Y f * ti# # # *t*t FE,OW PROCESS FRQM NODE 5086.20 TO IdODE 5086.30 TS CObE = 51 -----------_----------------------------------------------------------------- » » >COMPUTE TRAPEZpIDAL CHANNEL FLOW« «< »»>TRAVELTIME THRU SUBAREA (EXiSTIfdG EL£MEiQT)««< ��ELEVATION �ATA: UPSTREAM(FEET'j�= � 270.QQ DOWNSTREAM(FEET) = 24Q.a0 CHANNEL LENGTH THRU SUBARF.A(FEET} = 300.OD CHANNEL SLOPE = 0.14Q4 CHANNEL BASEiFEET) = 5.00 'Z" �'AC7`OR = 3.000 MP.NNINIG'S FACTOR = 0.035 MAXIMUM DEPTH{�'EETi = 2.00 CHANNEL FLOW TI-IRU SUBAREA(CFS) = 1.99 FLQW VELOCITY(FEET/SECj = 3.11 FLOW DEPTH{FEETj = 0.12 TRAVEL TIME([�fIN.) = 1.61 `FC(MIN.) = 12.69 LONGEST FLOWPAT3-I FROM NOAE 5086.1D TO NODE 5086.30 = 67p.00 FEET. *�l*Y Y i*#ttt#�k * 1r'►Yr1rlrYrR�** * *#** f # *t�tt1*1t4Mir# Y�k#! * i!t*t **�kY� **YrR/rYrYrYr* * **** ***'k�'f � FLOW PROCESS FRO[4 NODS 5086.30 TO NOD£ 5086.30 IS CODE = Sl »»>ADDITION OF SUSAREA 'i0 MAINLI�iE PEAK FLOW««< 104 YEAit RAINk'ALL IN'1'ENSITY ( INCH/HOUR) = 4. 047 *CTSER SPECIFIED(SUBAREA): SIAIGLE FAMILY AEVELOPMENT RU230FF COEFFECIENT =.4540 S.C.S. CURVE NU�'1BER (AMC iI) = 0 � . SUBAREA AREASACRES} � 5.75 SUBAREA RUNOFF{CFS) = 10.47 TOTAL AREA(ACRES) = 6.75 `i`OTAL RUNOFF(CF5? = J.2.4fi TC(MIN} = 12.69 **��t�*��*******�*..+******�*�*«.�,�r.*.�,�*+*.*t�********,.�.***�*****�*��.�x*+� FI,OW PROCESS FROM I30DE 5fl86.30 TO PIODE 5086.33 I5 CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA« «< » » >US3NG COMPU'I'ER-ESTxMATED PIPESIZE INON-PRESSURE FLOW) « « < ELE�IAT�ON DATA��UPSTREAM(FEET) = 240.04 DOWI35TREAM(FEET) = 220.00 FLOW LENGTH{FEETJ = 600.00 MANNING'S �I = 0.013 DEPTH OF F�,pW IN 18.0 INCH PIPE ES 10.9 INCH�S PIPE-FLphf VELOCITY(FEE`F/SEC.) = t1.OB �STIMA'FEI? PIPE DIAi�SETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW{CFS) = 12.46 PTPE TRAVEL iIME (29II3• }= 0.90 TC ([�4zN. )= 13 . 59 LONGES'�` Fi�dWPATH FROM NODE 508b.10 TO NODE 5086.33 = 1270.D0 FEET. ***++�*�+.**.*�*+**+++*��***�.***«x*..*,.**�++**.�....**t*t++�*+*+***+..****�+ FLOW PROCESS FROM PiODE 5086.33 'I`0 AiODE 5086.33 IS CODE = 1 ---__....---------------------------------------_------------------------------- >� » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRA`I'ION{MIN.} = 13.59 RAINFALL INT�NSTTY(TNCH/HR? = 3.87 TOTAL STFtFtAM AREA(ACRES) = 6.75 PEAK FLOW RATE(CFS) A'T' C0�IFLUENCE = 12.46 s � *�*w*+*+ff*+*+r+*�*********+**�*�+x�xww**rr****�ftf*+****t*******+**+r*+**�* FLpW PROCESS FROM NODE 5086.31 TO NOAE 5085.32 IS CODE = 21 ---------------------------------------------------------------------------- »»>RA'i'ZONAL NiETHOD ENITIAL SU$AREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFIC�ENT =.4500 S.C.S. CURVE NUMBER (AMC IIj = 0 NA'£URAL WATERSHED I30MOGRAPH TIME OF CONCENTRATION (APPEN��X X-A) W�TH 10-MINUTES ADDED = 10. 55 (MIAFi]'iES) INITIAL SUBAREA FLOW-LENGTH = 200.Q0 iJPSTREAM ELEVATIdN = 4d5.00 DOWNSTREAM ELEVA'f`ION = 280.00 ELEVATION DIFFERENCE = 125.00 � 100 YEAR RAENF'ALL INTENSTTY(INCH/HOUR) = 4.557 SUBAR£A RUNOFF{CFS) = 2.05 TOTAL AREA{ACRES) = 1.Q0 TOTAL RUNOFF{CF5) = 2.05 *++*++*+******...*...*.**.++���+�*v.+***.�.:*.+�+:t***++�*«�***.**..*,...�..,.,..,.,** FLOW PROCE55 FROM NODE 5086.32 Tp NODE 5086.33 IS CODE = 51 ------------------------...._--__-------------------------------------------____ »»>COMPU'I'E TRAPEZ4IDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTII3G EE�EMEIVTT} �«« - ELEVATION DATA��UPS'i'REAM(FEE'ij = 2BO.D0 DOWNSTREAMIF�ET) = 220.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 673.20 CHANi3EL SLOPE = O.D891 CHANNEL BASE(FEET'} = 5.00 "Z" FACTOR = 3.440 MANNING'S FAC7'OFt = D.035 M.�}{IMUM DEPTH(FEETi = 2.00 CHAI3NEL FLOW THFtU SUSAREA ( CF5 )= 2. 45 FLOW VELOCITY(FEE'I'/SEC? = 3.00 FLOW DEPTH(FEET) = 4.13 � TRAVEL TIME (I�II3. �= 3.73 Tc (MIN. )= 14 . 29 LONGEST FLOWPATH FROM NQDE 5086.31 TO NODE 5086.33 = 673.20 FEE'i'. *f t****!! Ir* �F'k * iF#* f * * **#*'k*** * �41�Y� f �kYy*# Y # #f *****t *Yrik f ikYrlrYrYr# ** * *Yr* * ***## i�#f'k�4' FLOW PROCESS FRONS �IODE 5086.33 TO NODE 5086.33 I5 CODE = 81 »»>ADDITION OF SUBAREA Tp MAII3LINE PEAK FLOW««< 100 YEAR RAINFALL IN'i'FNSI'PY ( INCH/HOUR) = 3. 748 *USER SPECIFIED(SUBAfiEA1: SINGLE FA3�fILY DEVELOPMEN'F R1JidOFF COEFFICIENT =.45D0 5.C.5. CURVE NUMBEFt (AMC IIj = 0 . SUBARF.A AREA(ACRES) = 8.49 SUBAREA RUNOFF{CFS} 4 14.32 'FOTAL AREA(ACRES} = 9.49 TOTAL RUNOFF(CFS) = 16.37 TCIMTN} = 14.29 - ** f#+**i i�}f f *f #Yt#*#*t* t * f i**t� ***YrYrYrh * * **# * * f *##*i*ik i �kf�Jr+Y4 * Y Y#**Yr* f*#t**** FLOW PROCESS FROi�7 NODE 5086.33 TO NODE SQ86.33 25 CODE = 1 -------------------------------------------------_--------------------------- »»>DESIGNATE INDEPENDENT STREANi FOR COIdF'LUENCE««< »»>AND COMPi3'I'E VARIOUS CONFLUEPiCED STREAM VALUES««< Tp'fAL NUi�S.BER OF STREAMS = 2 CONFLUENCE VALUES �JSED FOR INi]EPENDENT STREAM 2 ARE: TI2+IE OP CONCEPPI'RATIONSMIN. i= 14.29 RRIi1FALL IN'TE[dSITY ( INCH/HRi = 3. 75 TOTAL STRF�M AREAfACRES) = 9.44 PEAK FLOW RATE(CF'S} AT CONFLUENCE = 15.37 * " CONFLi7FNC E DATA * } � STREAM RUNOFF Te INTENSITY AREA � NLiMBER (CF�} {MIN.j (INCH/HOUR) (ACREJ 1 �2.46 i3.59 3.871 6.75 2 16.37 �4.29 3.748 9.49 RAINFALL INiENSITY AND 'i'iME OF CONCF.N'E`RATFON RA'PIO COi�iFLUENCE FQRMULA USED FOR 2 STREAMS. ** PEAK FLOW RA'PE TABLE "`* STRE.�M RUNOFF TC FNTENSI`i`Y NUMBER (CFS) (MIN.) (TNCH/HOURi 1 28.31 13.59 3.87J. 2 28.43 14.29 3.748 COMPUTED COl3FLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLQW RATE{CF5) = 28.43 'i`C(MIN.j = 14.29 TOTAL AREAlACRES) = 16.24 LdNGEST FLOWPATH FROM NODE 50B6.10 TO NOAE 5086.33 = 1270.00 FEET. �**xzw�,ti.t��+*r+*yf+ttf****w,r***ww,r*��**�*i�*++i.*t�t>***+fr*++++*t*++**t*w+.wi.* FI.OW PROCESS FROM NODE 508&.33 TO NOAE 5086.4Q IS CODE = 31 ----------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA« �« »» >USING COMPU'PER-ESTIMATED PIPESI2E (NON-PRE55URE FLOW) « �« ----------------------------------------------- ELEVA'I'IOid DATA: UPSTREAM(FEET) = 220.00 DOWNSTREAM(FEET) = 219.54 FLOW E�ENGTH{FEET} = 28.D0 MANNING'S N= 0.013 DEP'i'H OF FLOW IN 24.4 INCH PTP� iS 19.5 INCHES PIPE-FLOW VELOCITY(FEE'i'/SEC.j = 10.41 ESTIMATED PIPE DIAMETER(ENCHj = 24.Dfl NLTMBER OF PIPES = 1 PIPE-Fi�OWICFS) = 28.43 • PIPE TRAVEL 'iI�7E(t�SIN. }- p. 04 Te (MIN. j= 14.33 LONGEST FLdWPATH FROM NODE 5086.10 TO NODE 5086.40 = 1298.00 FEET. +*++i.*tti.*r**tff**+t*+**r*wxww+�w,t*iri.*i.f�ti�*��y�r**++*f**+t*a***w,r*w***i.i.*t+a� FLpW PROCESS FROM I�ODE 5086.40 i'd i30DE 5d86.40 FS CODE = 1 ----------------------------------------------------------------------------- »»>I]ESIGidATE INDEPENDENT STREAM FpR CONFLUENCE««< ��TOTAL NiJ�7BER OF STREAI�4S = 2 CO�IFLUENCE VALUES USED FOR INDEPEND�N"1` STRE.�M 1 ARE: TIP4E OF CONCENTRATIOi3(Mzf�i. j= 14.33 RAIPiFALL I3d'I'ENSITY ( I?1CH/HR} � 3. 74 . TOTAL STREAM AREA(ACRESI = 16.24 PEAK FLOW RATE(CFS] AT CONFLUENCE = 28.43 #*# #t * ** ** Yr'k *i� i� ***#*** **'k*'k# * �'1'1' f 1'*'kif *tt t ** tir*Y� �k iF Yr ** * i� f * ** #* #*1�'Y �YiY Y f Y� 1 tY *ti FLOW PROCESS FROM NODE 5086.41 TO NODE 5085.92 IS C�DE = 21 ------------------------------------------------------------------------------- »»>RATIO�IAL METHpD INITIAL Si3BAREA ANALYSIS««< 5I[dGLE FAMILY�]]EVELOl'MEi�TT RLTNOFF CdEFFICIENT = .5500 50IL CLASSIFICATION TS "D" S.C.S. CURVE NUMBER (7�MC T11 = 88 INITFAL SUBAREA �'LOW-LF.idG'I'H = 20D.00 UPSTAEAPf ELEVATION = 240.00 DOWNSTREAM ELEVATIOI�i = 237.SD ELEVATI0�7 DIFFERENCE = 2.50 URBAN 5i7B�I�REA OVERLAi�TD TIME 0�' FLOW(MII3iJTE5} - 12.997 100 YEAR RAINFALL INTEi�ISI'PY ( II3CH/HOUR) = 3. 984 SUBAREA RiJNOFF{CFSf = 1.34 • TOTAL AREA(ACAES) = 0.51 TOTAL RUNpFF(CFS} = 1.34 • ***r*ti**+++**x*w*+*��*****x*+***+**t****++*+*w*******t**i+t++************wtr FLOW PROCESS FROM NODE 5086.42 TO NODE 50$5.44 IS COBE = 31 »»>COMPUTE PIPE-FLOW 'Z'RAVE�, TIME T4-1RU SU$AREA«�« »» >USiNG COMPLFTER-ESTIMATED PIPE52ZE (NON-FRESSURE FLOW) « « < �����----=--=---------------------------- ELEVATION DATA: UPSTREAM(FEET) � 237 50 DOWNSTREAM(FEET) = 219.50 FLOW LENGTH(FEET) = 466.00 MAN�IYNG'S N= 0.013 EST�MA'TED PIPE DIAMETER(IAICH) INCREASED TO is.aaa DEPTIi OF FLOW IN 18.0 INCH PIPE IS 3.2 INCHES PIPE-FLOW iT�LOGITYLFEE'i`/S�C. ) = 6.32 ESTIMATED PIPE DIAMETER{INCHj = 18.00 NiiPffiER OF PIPES = 1 PIPE-FLOW(CFS) = 1.34 ' PIPE TRAVEL TIMEfMIN.} = 1.23 Tc(MIN.) = 14.23 LONGEST FLOWPATH FROM 330DE 5086.41 TO ?dODE 5086.40 = 656.00 FEET. w�yrs++*ww*�***�+**+++*+*+*+i.�trfw*+*t*++*t*awk**+r****tt*st*+r+wwx*++*vr�t*++** FLOW PROCESS FROM NODE 5086.40 TO NODE 508b.40 IS CODE = 1 »» >DESIGNATE �NDEPENL}ENT STREAM FOR CONFLUENCE« « < � »»>AND COMPCTi'E VARIOUS CONFLUENCED STREAM VALUES««� TOTAL NUMBE4t OF STREAMS = 2 CODiFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 'FI�IE OF CONCENTRATIOPF (I�42id. ? = 14.23 RAINFALL Ii+F'i'FNSITY ( IE3CH/HR} = 3. 76 TOTAL S'1'REAM AREA I ACRES )= 0. 61 PEAK FLOW RATE ( CF5 ) A'I' CODiFLUENCE = 1. 34 . * * COI3FLCTEI�7CE DATA * * STREAM RUNOFF TC INTENSITY AREA i�]UMBER (CFS} (MIN.) {INCH/HOUR) (ACRE} 1 28.43 I4.33 3.74D 16.24 2 1.34 i4.23 3.758 0.61 RAINFALL TN`FENSITY AND TIME 4F CONCENTRATION RATIO CONFLUE.IdCE FORNfLiLA C35ED FQR 2 STREAMS. ** PEAK FLOW RATE TABLE ** 5'iREAM RUNOFF TC INTENSITX NiJMBER (CFS) (MIN. � {�NCH/HOi3R) 1 29.63 14.23 3.758 2 29.76 14.33 3.744 COMPUTED'CONFLUENC� ESTIMATES ARE AS FOLLpWS: PEAK FLOW RATE(CFS} = 29.76 TC(MIN.} - 14.33 T07'AL AREA(ACRES} � 1b.85 LOPIGEST FLOWPATH FROM NODE 50B6.i0 TQ i30DE 5086.40 = 1298.00 FEET. ***+**:f*++**�.,*****af*�*+ttf*�.,**,.***+t+*++t***�****t,rti��**�**�***+***r.**+ FLOW PROCESS FROM ?�10DE 548b.40 TO NODE 50$6.54 IS CODE = 31 »»>COMP[TI'E PIPE-FLOW TRAVEL TII'4E THRU SUBAREA««< »»>USING CQMPUTER-EST2�SATED PIPESIZE (Np23-PRE55URE FLOW? ««< ---------------------------_ ELEVATION DAfiA UPSTRF.PS7(FEET} = 219.54 DOWNSTREAM(FEETj = 206.OD F�,OW LENGTH(FEET) = 330.00 MANNING'S N= 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.8 INCHES PIPE-FLOW VELOCITY{�'EET/SEC.i = 14.4� . ESTIMATE� PIPE DIAMETER{�NCH) = 21.D0 NUMBSR OF PIPES = 1 . PIPE-FLOW(CFS} = 29.76 PIPE TRAV$� TTME(MIN.j = 0.38 Tc{MIN.} = 14.7� LONGEST FLOWPATH FROM NODE 5086.10 TQ NODE 5085.54 = 1628.D0 FEET. �r*ww+++++t***r**f**�«**�*****+**�rww***�+w*w�w***rtr*+t*++********�f***r*r* FLOW PRpCESS FROM NODE 50$b.50 TO NODE 5086.50 IS CODE = 1 ---------------------------------------------------------------------------- » »>DESIGNATE �NDEPEN[3ENT STREAM FOR CONFLUENCE« « < TOTAL NUMBEft OF STREP.MS = 2 CQNFLUENCE VALUES USED FOR IND�PENDEN7' STREA�! 1 ARE: i`IME OF CONCENTRATION{MIN.i � �4.71 RA�NFALL INTENSITY{IidCH/IiRf = 3.6B TO'PAL STREAM AREA{ACRES} = 16.85 PEAK FLOW RATE(CFSj AT CONFLUENCE = 29.76 +i.**�,ti.*+,rtww*s*++tf**+*�****+r*+.ww«**a*w,r*,t****,t*,tlr�**i.*+*frs**+++t+++*+af+* FLOW PRpCESS FR�M NODE 5066.51 TO NODE 5a86.52 IS CODE = 21 -----------------------------------�__-----------___--_----------------------- »»>RA'FIONAL 3+3ETHOD IidI'iIAL Si3BAREA ANALYSiS««< SIi1GLE FAl�SILY DEVELOPPSENT RUNOFF COEFFICIENT =.55D0 SOIL CLA$SIFYCATION IS 'D' S. C. S. CURVE NUMBER ( At�fC I I) = B 8 I[3ITiAL Si3B.�REA FLOW-LENGTH = 153.Od 13PSTREAM ELEVATIOid = 24�.40 DOWl�FS'iREATS ELEVATI ON = 2 3 9. 50 ELEVA'i'YON DIFFERENCE = k.50 LFRBAN SUBAREA OVERLAND TIME OF FLOW{MINUTES} = 12.327 100 YEAFt RAINFALL iNTEAISITY{TNCH/HOUR} = 4.122 • SUBAREA RUNOFFICFS} = 0.52 TOTAL AREA(ACRESj = 4.23 TOTAL RUAIOFF(CFSf = 0.52 �*+*ww.�*.+�+++t******.**.***�************+*w*w**��+t+*++*�******�***,..��*�** FLOW PROCESS FR02�i NODE 50$6.52 TO I30DE 5086.53 IS CODE = 62 --------------------------------------------__------------------------------- »»>COMPUTE STREET FLOW TRAVEL TI1+7E THRU SUBAREA«<a< »»>fSTREET TABLE SECTION � 1 USEDf «« a « UPSTRE.a.M ELEVATIOi3(FEET) = J239 $O��bOWNSTREA1�f ELEVATION{FEET) = 206.bQ STREET LENGTH(FEET) = 7�4A.00 CLTRB HEIGHT{INCHES) = 6.Q STREET HALF'WIDTHSFEET) = 20.00 . DISTANCE FROM CROWN TO CRpSSFALL GRADEBREAKiFEET) = 15.44 INSIDE STREET CRpSSFALL(DECIM.�I,J = 0.02a OUTSIDE STREET CROSSFALL{DECIMAL) - 0.024 SPECIFIED NUMBER OF HAi,FSTREETS CARRYING RUNOFF � i STREET PARKWAY CR055FAi,L(DECIMAL} = 0.020 Manning's FitICTION FACTOR for Streetflow Section(curb�to-curb} - 0.0175 Manning's FftICT20id FACTOR for Back-af-Wa�k Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFSj = 5.23 STREETFLOW MOAEL FtESUL`I'S USING ESTIMATED FLOW: STREE'i' FLOW DEPTH(FEETj = 0.39 HP�L,FSTREET FE,OOD WIDTHIFEE'I'} = 10.65 AVERAGE FLOW VELOCITY(FEET'/SEC.) = 4.17 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.41 STREET FLOW 'FRAVEL TIME(MIN.} = 2.97 Tc(MIN.) = 15.30 100 YEAR RAINFALL INTEI3SITY(INCH/HpLTI�) = 3.58fi � SINGLE FAMILY DEVE710Pi'IF.t3T RUNOFF COEFFICIENT =.5504 . SOIL CLASSIFiCATTON IS "D' S.C.S. CCTRVE NUN3BER (AMC I1) = BB SLIBAREA A�2EA{ACRES) = 4.75 SUBAREA RL3idOFF{CFS} - 9.37 TOTAL AREA(ACRE51 = 4.9$ PEAK FLOW RATEICFS} = 9,89 � ` J END OF SUBAREA STREET FLOW HYDRAUE,ICS: DEPTH(FEET} = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.82 FLOW VELOCITYIFEET/SEC.} � 4.98 DEPTH*VELOCITY(FT*FT/SEC.} � 1.9fi �ONGEST FLOWPA'i`H FROM NODE saa6.5i TO NODE 5086.53 = B97.00 FEET. w****t*tttr��+++*ft+tr�*tr****«******i.*i.***+**�rtww+*++tf++ttt**+t**tr**tr*w*f.*w Fi,dW PROCESS FROM 1VODE 5086.53 'i'O NODE 5086.50 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME 'i'HRU SUBAREA«e« » » >USING COMPU'FER-ESTIMATED PIPESIZE (NOI3-PRESSURE FLOW? « « < -------------------------------- -- _ ELEVAi'ION DATA: UPSTREAM(FEET) = 2�6.60 AOWNSTREAM{FEET} 2Q6.40 FLOW LE.riGTH ( FEET} - 11 . 4a MAFiPiING' S N= 4. 013 DEP'i'H OF FLpW IN 18.0 IPICI-4 PIPE IS 11.5 INCHES PIPE-FL4W VELOCITY(FEET/SEC.1 = B.31 ESTIMA`i'ED PIPE DIAMETEFt(INCH) = 18.00 NUP'SBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.89 PIPE TRAVEL 'FIT7EfMIN.} = p.p2 TC(MIN.) = 15.32 L.O�iGES7' FLOWPATH FROM NODE 5086.51 TO NODE 5086.50 = 908.00 FEET. ** * *Yr ****1k k'k * Y Y 4* # #litttk4�k*�kY� �k * *Yr *Yr Yr** iF * **t�k# �4f y f f #tit t*i** yr *1r# *YrYr * *** *** *# FLOW PROCESS FROM NODE 5086.50 TO NODE 5Q86.50 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOA CONFLTJENCE« «< »» >AND COMPUTE VAAIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLiiENCE VALUES USED FOR INDEPENI7ENT STREAM 2 ARE: TIME OF" CONCEN'iRATION (MIN. f= 15 . 32 RAINFALL TN'PENSITYiENCH/HRf = 3.58 TOTAL ST'REAM AREA[ACRES} - 4.9$ PEAK FLpW RATE{CFS} AT CONFLEJENCE = 9.89 * * CONFLLiE�ICE DATA * * STREAM Ri33dOFF Tc INTENSI'I'Y AREA NUMBER (CFS) (MIN.) (IidCH/HOUR) (ACRE) 1 29.76 14.71 .3.677 16.B5 2 9.89 15.32 3.583 4.98 RAINFALL INTENSITY ANI] TXME pF CONCENTRATION RATIO CQNFLUENCE FORMULA USED FOR 2 STRE.n,NiS. * * PEAiC FLOW RATE TABLE * * STREAM RUNOFF 'TC II3'I'E[VSITY NUMBER (CFS) (MIN.) (II3CH/HOUR} 1 39.39 14.71 3.677 2 36.88 15.32 3.583 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLQWS: PEAK FLOW RATE{CFS} = 39.39 TcfMIN.) _ TOTAL AREAfACRES) = 21.83 LONGEST FLOWPA'E`H FROM idODE 5 0 B 6. 10 TO NOBE 14.71 5066.50 = 1628.00 �'EET. w+***x*+++��rktt:+**t*+*+**+**�*w+rxx*+*+**+++�r*�t+tti.r�**k�+++*x**�*++++*+r FLdW PROCESS FROM NODE 5D86.50 TO NOD� 5086.60 IS CODE = 31 � »»>COMPU'I`E PIPE-FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPU'TER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) « « < ELEt1ATION DATA �PSTREAM(FEET) = 206.44 DOWNSTREATS(FE£Ta = 200.00 FLOW LENGTHfFEET� = 141.04 M.�NNING'S N= 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE I5 17.2 INCHES PIPS-FLOW VELOCITY(FEET/SEC.) = 16.37 ESTIMATED PIPE DIASIETER{INCH) = 24.00 NUMBER OF PIPES = 1 P�PE-FLOWiCF5} - 39.39 PiPE TRAVEL TIME(MIN.} � Q.i4 Tc(MIN.) T 14.86 LONGEST FLOWPATH FROM NOaE 5d86.10 TO NODE 5086.b6 = 1769.40 FEET. **+a******t***+*tft**+*�ww*�r�*x***+*�****+wtffrr+*++*t***�tt*****x**ww*x*** FLOW PROCESS FROM NODE 5086.60 TO N4DE 5086.6D IS CODE = 1 ---------------------------------------------------------------------------- »»>BESIGNATE INDEPEI3DEN'P STREAM FOR CONF'L[JENCE««< TOTAL NUMBER OF Si`REAMS = 3 CONFLiJENCE VALiFES USED FOR II3DEPENDEi1'I' STREAM 1 AFtE: TIME OF CpNCENTRA'i'�ONSMIN.) = 14.&6 RAINFALL ENTENSITY(INCH/HR) = 3.65 TOTAL STREAM AREA{ACRES) = 21.$3 PEAK FLOW f2ATE ( CFS } AT COIdFLU�I+3C E= 3 9. 3 9 i.�+t*,ti.*w*++t++*+++**w***�*xx****i.,ra�*w**+t�fs++******«*+.wi.w�*i.�**i.+i:r*aa*ti FLOW PROCESS FRONf PIODE 5D86.61 Tp NODE 5086.62 IS COQE = 2� » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < YSiNGLE FAMILY DEVELOPMENT RUNOF'F COEFFICIEN'i' =.5500 • SO�F� CLASSIFICATION IS `D' S.C.S. CURVE NUMBER (AMC II) = 88 INI'TIAL SUSAREA FLOW-LENGTH = 153.00 l7PST1�EAM ELEVA'I`ION = 2 3 0. 9 � DOWNSTREAM ELEVATION = 229.4Q �LEVATION DIFFEAENCE = 1.54 iTRBAN SUBAREA OVEFtLAI3D TIME OF FLOW ( MTNUTES j= 12 . 327 100 YEAR RAINFALL IAiPENSITY(zNCH/HOUR} = 4.122 SUBAREA Ri3NOFF{CFS) = 0.93 T07AL AREP.�ACRES) = 0.19 i'OTAL RUNOFF(CFS) = 0.43 *�t*******t+tt****►**w*+*i.***,ti.,t*rws**Y**tt*t***+****w,r***t�i.i.��i.*irrr*r*r*t+ FLOW PFtOCESS FROM NdDE 5086.62 'i'O bIODE 5086.63 IS CO]]E = 62 -------------------------------------------------------------___------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« < »»>iSTREET TABLE SECTION # 1 USEDj «« t -- LiPSTREAM �LEVATTON{�EETi = 224.44 DOWNSTREArS ELEVATION(FEET} = 200.20 STREET i,ENGTH(FEE`i`) = 614.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIbTi-1{FEET) = 20.00 DIS'£RNCE FROi+S CROWN TO CROSSFALL GRADEBREAK(FEET} � 15.Q0 INSIDE STREET CR4SSFALL(DECIMAL} = 0.020 OU'FSIDE $TREET CROSSFALL(DECIMAL} = O.fl20 SPECIFIED INi�3BER 4F HALFS'i`AEETS CARRYIAIG RUNO�F = � STREET PARKWAY CRQSSFALL (DECI2+4AT�} = 0. 020 . Manning's FRICTION FACTOR for SCreetflow Section(curb-Co-cux'b} = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow 5ection = O.D149 . **T1�AVEL TIPSE COMPUTED USING ES'I'IMA'PED FLOW{CFS} = 2.02 � STREETFLOW MODEL RESULTS U5ING ESTI�IATED FLOW: STREET FLOW DEP'I'I-3 { FEST f= 0. 2 6 HATIFSTREET FLdOD WIDTH{FEETi = 6.79 AVERAGE FLOW VELOCITY(PEET/SEC.j = 3.50 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0•92 STREET Fi�(}W TRAVEL TiME{MIN.j = 2.93 TcfMIN.} = 15.25 100 YEAR RAiNFALL INTENSITY(INCH/HOUR) � .3.593 SINGLE FAMILY DEVELOPMFN`F RUNOFF COEFFICIENT =.554Q SOIL CLASSIFICATIOFI IS 'D" 5.C.5. CURVE NUMBER (AMC IS) = BS SUBAREA AREAfACRES) _ ]..SI SUBAREA RUNOFF(CFSi = 3.18 TO'i`AL ARFA(ACRE81 = 1.$0 PEAK FLOW RATE(CFS} = 3.61 Ei�iD OF SUBAREA S'TREET FLOW HYDRAULICS : DEPTH(FEEi') = Q.30 HALFSTREE'P FLOOD WIDTH{FEET) = 8.90 FLOW VELOCITY(FEE`1'/SEC.) = 3.97 DEPTH*VELOCITY{FT*FT/SEC.) � 1.21 �,ONGEST FLOWPATH FROM NODE 5085.61 Tp NODE 5486.63 = 7b7.04 FEET. #fl�t# #** k MYr*i� ****'4*14Yyf #! t** ik* * Yr # Y� * ******� iyr *i*** * ** ��Jr**'k* * * **** i1' #*'kY4! 1**tt FLOW PRbCESS FItOM NODE 5Q86.63 i`0 �IpDE 5086.60 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUSAREA« ��< » »>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)« « < ---------------------------------------------------- ELEVATION DATA: UPSTREAMIFEE3'} = 200.20 DOWNSTRE.�M{FEE'i') = 200.00 FLOW i,ENGTH(FEET) = 8.00 MANSdiNG'S N= 0.0].3 ESTIMATED PIPE DIAMETER(I[dCH) TNCREASED TO �8.QQ0 DEPTH OF FLOW IN 18.a IA3CH PIPE IS 5.9 INCHES PIPE-FLOW VELOCITY{F�ET/SEC.} = 7.23 � ESTIMATED PIPE DIAMETER(II3CHj = 18.00 NUMSER OF PTPES = 1 � PIPE-FLOW(CFSi = 3.61 PIPE 'i`RAVEL TIME{M�N.) = 0.02 Tc{MIN.y = 15.27 LOI3GEST FLQWPATH FROM NODE 5086.61 TO NODE 50$6.64 = 775.04 FEE'i'. tt**+t*x�*x*���r*r***ttt***swwww*wi.**i.t�*rr*ttitt*,ir***x***iv.*+wr***tt*t***w+* FLOW PROCESS FROM i�IODE 5086.6D TO NODE 5086.60 IS CODE = 1 -----------....----------------------------------------------------------------- »»>DESIG�IA'i`E I13DEPENDEN'� Si`R.EF�i4 FOR CO[dFLUENCE�«« TOTAL �IUMBEI3 OF STREAI�45 = 3 CbNFLiFENCE VALUES USED FOR INDEPENDENT STREP.M 2 ARE: T�ME OF C013CENTRATIOI3(PiIN. ) _ .15.27 RAINFALL IAi'I'FNSITY ( INCH/HR j= 3. 59 TOTAL $TREAM AREA(ACRES) � 1.80 PEAK FLOW RATE{C�'S) AT CO23FLUENCE = 3.51 **++++,�**t+**«��******�**+�.�..�*t��*+�*.*.*****+++,�.+********.,*�.*+**++�,*t� FLOW PROCESS FROM NODE 5086.64 TO NODE 5086.65 IS CODE = 21 »»>RATIONAL METHOD INITIAL SLTBAREA ANALYSiS««< �SINGLE FAMIf,Y DEVELOPMENT RUI3aFF COEFFICI�NT = .5500 SOIL CLASSIFICATiON xS "D" S.C.S. CURVE NCIMBER {AMC IIj = 8$ IIdITIAL SUHAREA FLOW-LF.NGT1i = 196.00 UPSTAEAM ELEVATION = 212.60 DOWNSTREAM ELEVATION = 210.90 ELEVATION DIFFERENCE = 1.70 URBAN SLIBAREA OVERLAND 'i`�ME OF FLOW(2+IIATi3'fES) = 1A.533 100 YEAR AAINFALL INTENSITY(INCH/HpL3R) = 3.707 � SUBAREA RUNOF�' ( CFS } _ ]. . 16 . . � i'OTAL AREA(ACRES) = 0.�7 TpTAL RLi[�IdFF{CFS) = 1.16 *****w�*tt+*t**tr*+t�****rrr+i*tt*ttr*i.+*�**i.**wt**t+*f***w*+.�**�***r*�i.W**v.++r FLOW PROCESS FROM NODE 50$6.65 TO NODE 5085.66 YS CODE = 52 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< »»> ( STREE'£ T`ABLE SECTION # 1 USED) «<a< _--------------------------------------------- DPSTREAM ELEVATION{FE�Ti = 214.90 DOWNSTI�EAM ELEVATION�FEET) = 200.40 STREE'I` LENGTH{FEET) = 801.OD CURB HEIGH'i'{�NCHES) = 6.D STREET HAI�FWID'Fii(FEET) = 2U.00 DISTANCE FFtO[�5 CROWN TO CROSSFALL GftADEBREAK(FEET) = 15.00 ENSIDE STREET CROSSFALL(DECIMAL) = 0.420 QUTSIDE STREET CRpSSFALL{DECIMAI�j = 0.020 SPECIFIED NUMBER OF 3-IALFSTREETS CARRYING RiTNOFF = 1 STREET PAAKWAY CROSSFALL{DECIMAL) = D.020 Manning's FRICTION FACTOR for Streetflow'Section(curb-to-curb) = 0.0175 Manning's F}tTCTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVII, TIME COMPUTED USING �STIMATED FLOW(CFS) _ STREETFLOW M4DEL RESULTS USIidG ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 4.35 HAI,FSTREET FLOdD WIDTH(FEE'i') = 11.59 AVERAGE FLOW VELOCI`i'Y{FEET/SEC.} = 2.38 PRODUCT OF DEPTH&VELOCITY(F'i'*FT/SEC.J = O.BS STREET FLOW TRAVEL TIME{MIN.} = 5.61 Tc(MIN.i = 24.14 1Q0 YEAR RAII3FALL INTENSITX(INCH/HOUR} = 3.003 SINGLE PAMIE�Y DEVELOPMEN'T Ri7�10FF C�EFFICIENT =.5500 SOIi, CLASSIFICATION IS "D" S.C.S. CUitVE NUMBER (AMC II) = 88 SUBAREA AREA{ACRES) = 2.79 SLTSAREA RLINOFF(C�'S) _ TpTAi AREA{ACRES} = 3.36 PEAK FLOW RA`f'E(CFS) _ , 3.48 4.61 5.77 E23D QF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HAI�FS'PREET FLOOD WIDTH(FEET) = 14.23 FLOW VELOCITY{FEE'f`/SEC.) = 2.69 DEPTH*VELOCITYIFT*F`P/SEC.) = 1.11 LONGEST FLOWPA'iH FROM NODE 5086.64 TO I30DE 5086.66 = 997.00 FEET. tii*+Yrf� ik ****#1*if *t! ** *****f *** �r* **'1 *YY f t #***YrY�'Y�'* * ******� *� **f *t*i*Yr ikYr* * ***tk FE,dW PROCESS FROM NODE 50$5�66 TO NODE 5086.60 IS CODE = 31 »»>C�MPUTE PIPE-FLOW TRAVEL TIME �`HRU SUBAFtEA«a« »»>USING COi�4PCiTER-EST�MATED PIPESIZS (NbN-PRESSURE FLOW) ««a __�_ « �__--------- -------------------------------------- ELEVATION DATA: iFPSTREAM{FEETi = 200.40 DQWNS`I'REAM[FEET) = 200.00 FLOW LENGTHiFEET} � 22.00 MATiNING'S N= 0.013 ESTIMATED PIPE DIAl�7ETER(INCF{i �NCREASED TO 18.000 DEP'I'H OF F�,OW Ii�7 16.0 IIdCH PIPE 25 8.2 INCHES P�PE-FLOW VEi�OCITY(FEET/SEC.i = 7.32 ESTIi+]ATED PIPE DIAMETERfINCH} = 18.00 NUMBER OF PIPES = 1 PIPE--FLOW(CFSj = 5.77 P�PE TRAVEL 'FIME(MIN.) = a.05 Tc{MIi3.} � 20.19 LONGEST FLOWPATH FROM I30DE 5086.64 TO �TODE 5086.50 = 1019.OD FEET. *#ir*ir *yr**i� ir* f'� 1 Yt#*******f YrY� ***#***i�*�'t � fY#tyr*YrYrf *#*� tEt Y�k#t* t*tkir****Yc**iiF#• FLOW PROCESS FROM NdDE 5Q86.6D 'FO NODE 5086.60 IS CdDE = 1 »»>DESIGNATE INBEPENDENT S'i'RF.�1M FOR CONFLUENCE««< »»>AND COMPUTE VAR�OUS CONFLi3ENCED STREAM VALUES« «< � ---------------------------------------------------------------------------- TQTAS� NtJ2+fBER OF STREAN3S = 3 CONFLUENCE VALUES (JSED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENiRA'I`YON(MI�I.) = 24.19 RAINFALL INTENSE'f`Y(INCH/HR) = 3.00 TOTAL STRE.�M AREA{ACRESj = 3.36 PEAK FLQW RATE{CFS) AT CONFLUF�FICE = 5.77 * * CONFLUENCE DA'i`A * * STREAM RUNOFF 'T'C TNTEIdS�TY AREA NUMBER {�FS} (MIN.} (INCH/HOUR) (ACRE) 1 39.39 14.86 3.654 2J..83 2 3.51 15.27 3.590 ]..BO 3 5.77 2D.19 2.998 3.36 RA�NFALL IlQTENSITY AND TIME OF C�NCEN'i'RATION RATIO CpNF'LUENCE FORMULA USED EOR 3 STREAMS. "`* PEAK FLOW RATE TABLE ** STREAM RU[dOFF TC IN'iENSI'I'Y NUMBER (CFS} (MIN. } (IidCIi/HOURj 1 47.68 �4.86 3.654 2 47.14 �5.27 3.590 3 41. 11 24. ].9 2. 998 COMPUTED CONFLUEIdCE ES'£FMATES ARE AS FOLLOWS: PE.�I{ FLOW RATE (CFS} i 47. 68 TC (MIN. )= 19. 86 TOTAL AREA(ACRES} - 26.99 LONGEST FLOWPATH FROM NOIJE 5686.10 TO NODE 5Q85.60 =�769.00 FEET. �0 90 • f**tttt+*r***,r**,rww*w*�***xx*x*+x**x*�+*i.**�+,tv.tit��swwww�rtr*tti>rttr�yrt**t*tittt FLOW PROCESS FROM NODE 506b.60 TO NOD� 5-0�8�-�0 IS CODE = 31 ----------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRiT SUBAREA« «< »»>US�NG COMPUTER-ES`I`EMATED PIP�SIZE INON-PFtESSURE PLOWi ««< ELEVATI ON DATA : UPSTREAM ( FEE'i' }= 2 p 0. 00 AOWNS'i'REAt�7 ( F�ET }= 14 8. 3 0 FLOW LENGTH(FEET) = 84.00 MANNII3G'S �I = D.013 DEP'£H OF FLOW IN 30.0 ENCH PIPE IS 21.5 INCHES PIPE-FLOW VELOCITYIFEEi`/SEC.} - ].2.68 E5TI3dATED PIPE DIAM�TER(II3CH} = 30.00 N[7�'3BER OF PIPES = 1 PIPE-FLOW(CFS} � 47.68 . PIPE TRAVEL TIME{MIN.) = 0.11 Tc(�fIN.j = 14.97 LONGEST FLOWPATH FROM NObE 5086.�0 TO NODE 5087.00 = 1853.00 FEET. EN�} OF STUDY STJMMARY : 'I`0'F'AI, Ai�EA(ACRES} = 25.99 TC[i�fIN.) = 14.97 PEAK FLpW RA'I'E{CF5} = 47.68 ------------------------------------------------------------------------------- -----------__------------------------------------------------------------------ -------------------------------------------------_----___�--------------------- END OF RATIONAL ME'PH4D ANALYS�S C � � **+**+wx**wyrx�r��wt**+�++***at�*****tt***xxt+++��**t+*****�*��ww*+*x*r*w**t RA'PIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COU13'T'Y FIAOD CONTROL DISTRICT 1455, 1951 HYDROLpGY 3�3AI3[JAL [c} Capyright 1982-2QOJ. Advanced Engineering Sofrware (aes) Ver. 1.5A Release Date: O1/O1/20D1 License ID �509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-fi471 *ti,rtifww*++ti*i�rtr***+ifs++� DESCRIPTI02�F OF STLTDY �`*"**'��';{**************** * BRESSI R�IVCH - MA55 GRADING UL'FIMATE CONBITIOI35 * * PA - 12 SOUTH TRIBLTTARY T4 BACKBONE SYSTEM * * S YS'i`EM 5 0 9 5 * +rrtt****+tt*tt�*:t+t*f*+t�ft+t*ratt*+***w*sf*+**t*rr**t**rrtf+*+**�t****r* FILE NAi�iE: 5095.DAT TIME/DATE OF STUDY: 15:47 09/03/2002 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND I-IYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 1985 SA�i DIEGO MAid[JAi� CRITERIA USER SPECIF�ED STORM EVENT(YEAR) = 100.04 . 6-HQUR DCTRATION PRECIPITATION {INCHESi = 2.800 SPECIFIED MINiML7P4 PIPE SIZE ( INCFf )= 1$ . QQ SPECIFIED PEACEI�i`I' OF GRADIEAi`I'S(DECIMAL} 'TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANIJAL "C'-VIaLUES USED FOR RATIONAL ME'PHOD NOTE: 0�1L,Y PEAK CONFLUENCE VALUES CO�FSIDEAED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW � STREETFLOW MODEL* HAi,F- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- I3EIGHT WIDTH LIP HIKE FACTOR N0. (FT] (FT} SIDE / SIDE/ WAY iFT1 1E7'1 (FT} (F�'} (n) 1 20.� 15.0 0.420/O.a20/0.020 D.50 1.50 0.0312 D.i25 0.0175 GLOBAL S�'R�ET FLOW-DEP'i'Fi CONSTR.AId3TS : 1. Re�dtive Flow-Depth = 4.50 FEET as (Maximum Allowable Street Flow Depthl - iTop-of-Curb) 2. {bepth)*(Velocity) Constraint = 5.D IFT*F�'/S} *SIZE PTPE WITH A FLOW CAPACITY GREATER 'I'HAI3 OR E(�UAi� TO THE UPSTREAM `I'RIBUTARY PIPE. * *ay.+��Yrs�r�i**tr*f*+*��r�**�r�r+*r+�r���yr�rr�*+�rr��Y**�*rt*�r+*rtrt�r*r**+**+f* FLpW PROCESS FROM NODE 5d92.00 TO NOI)� 5fl93.D0 IS CODE = 21 »»>RATIONAL METHOD INITTAL SLTBAREA ANALYSIS««< ---------------------------------------------------------------------------- SINGLB FAMILY bEVELQP�+SEi�1T RUNOFF COEFFICIENT =.5500 SOIL CLASSiF�CAT10N TS "D" S. C. S. C[TRVE NL7�iBER t AMC I I) = S 8 INITIAL SUBAitEA FLOW-I,ENGTH = 142.00 UPSTREAM ELEVATION = 214.5fl DOWNSTREAM ELEVATZON = 213.4Q . ELEVATION DIFFEFtFNCE = 1.50 � URBAi3 SUBAREA pNERi,ANi? TIME OF FLOW {M�NUTES 1= 11 . 584 100 YEAR AAZNFAi,L IN'!`ENSIT7C(INCH/HQUR) = 4.291 SUBAREA RUNQFF(CFS} = 0.45 'iQTAL AREA{ACRBS) = 0.19 TOTAL RUNOFF(CFSj = 0.45 +****+*«�*�+iri.**wwr++***********��*****+x**�*t***,r*�x*ww*�+*www*,r*w**�***ttir FLOW PROCESS FROM NODE 5093.00 TO NODE 5Q94.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW 'i`RAVEL TIME 'i`HRU SUBAREA««< »»> ( STREET TABLE SECTION # 1 USEi�) ««< -----------------------------------------------------------------------------_ UPST32EAM ELEVATIpN(FEET) = 213.�0 AOWNSTA�AM EL�7ATION(FEETy = 192.00 STREET LENGTH(FEETj = 79A.00 CETRB HEIGHT(INCHES) = 6.4 STREET HALx'WrDTH(FEET} = 24.00 . DISTAi�ICE FROM CROWN TQ CROSSFAi�i. GR.ADEBREAif{FEET1 = 15.00 INSZDE STREET' CROSSFALL(pECZMA,L} = O.D24 OUTSIDE STREE'T CROSSPALL(DECIMAL) � D.Q20 SPECZFIED NUMBER pF HP.LFSi`FtEETS CARRY�NG iiUNOFP = 1 STREET PARKWAY CROSSFALL(1?ECTMAi�) = 0.02q Manning's FRICTION FAC`f`pR for Streetflow Sect�on(curb-to-curb) = D.07.75 Manning's FRICTION FAC�'OR for 9ack-of-Waik Flow Seetion = d.0149 ""'TRAVEL TIME COMPUTED USING ESTIMATED F'L4W{�pg) = 2.75 STREETFLOW MODEL RESIJ�TS USING ESTIMATED FLOW: STREE'i' FLOW DEPTHIFEETj = 0.31 HALFS`iRE£T FLOOD WiDTH(FEET} - 9.01 AVERAGE FLOW WELOCITY(FEET/SEC.) = 2.95 PRODUCi' OF DEPTH&VEI.00TTY(FT'FT/SEC.) = 0.91 � STREE?' FIAW TRAVEL TiME{MIN.) = 4.48 Tc{MIN.) = 1b.05 100 YEAR RAINFALL INTENSITY(3NCH/HOUR} = 3.475 SIAIGLE FAMILY DEVELOPMENT RLTidOFF COEFFIC�ENT =.55D0 50IL CLA55IFICATION IS "D" S. C. S. CURVE Ni7PfBER {p,1+�C II j= 88 SL7BAREA AREA(ACRES} - 2.39 SUBAREA RUNpF�'ICFS} = 4.57 TOTAL AitEA{ACRESj = 2.58 PEAIC FLOW RATEfCFS} = 5.02 EI3D OF SUBAREA STREET FLOW HYDRAULICS: DEPTH{FEETj = 0.36 HALFSTREET FLOOD WIDTH(FEETi = 11.65 FLOW VELOCITY(FEET/SEC.i = 3.40 DEPTHyVELQCITYfFT'FT/SEC.) = 1.22 LONGEST FLOWPATH FROM I30�£ 5092.00 TO NODE 5094.00 = 936.00 FEET. �+,.+�****�*****..*«*+****+*+++*+*++*****+*+�**t**+++*+****+t�**+******t*�**+* FLOW PROCESS FROM NODE 5094.00 TO NODE 5D95.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COI�iPUTE PiPE-FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER-ESTIMATEB PIPESIZE {NON-PRESSURE FLOWj « « < ELEVATION DA`i'A: UPSTREAMSFEETj = 192.Q0 DOWt�iSTREAM{FEET) = 191.5� FLOW LENG'PH {FEE'I') = 8. 00 MP.NNING' S N= 0. D13 ESTI�+fATED PIPE DIAMETER(INCI-I) INCREASED TO 16.OD0 DEPTH OF FLOW IN 18.0 II3CH PIPE FS 5.5 INCHES PIPE-FLOW VEE,OCITYIFEET/SEC.) = 11.03 ESTIMATED PIPE DIF.ME'FER(INCHf = 18.00 NTJMSEA OF PIPES = 1 PIPE-FLOW(CFS) = 5.02 PIPE 'i'RAV�L TIME(MIN.) = 0.01 Tc(MIN.} = ib.08 LO�TGEST FLOWPATH FROM NODE 5092.00 TO [VODE 5095.00 = 944.00 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- EIQD OF STUDY SUMMARY : � TOTAL AREA(ACRES} = 2.58 TCfI"IIN.} - 15.08 � --PEAK-FLOW'RATE(CFS1=========-5=0�________________________________����_____ END OF RATIONAL �fETHOD ANALYSIS ` J � i APPEND�X 3.14 SYSTEM 6000 (PA-�3} � `J . * k * t i i f # # # * * * * * * t t ! # # * * * * M * t * * t # rt * � Y � � W + � � w � i Y * i f # w + * * * # W * * * * * # * * * * * * * * * * * * t RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: 5AN DTEGO COUNTY FLOOD CONTROL DI5'�RICT 1985 , 1981 HYDROLOGY M.�Ni7AL {c1 Copyright 1982-2001 Advanced Engineering Software faes) Ver. 1.5A Release Date: 01/01/2RD1 License ID 1509 Analysis prepared by: Pxojec�Design Consultants 70i B Street, 5uite 800 San Diego, CA 9210� {619� 235-6471 e*++*x**********+w,r***xw*x DESCRIPTION �F $'�'�Y +**+*tf*r*tirr**::*�w�+�*++ * BRESSI RAi�ICH - MASS GRADING ULTI3�ATE CONDI`iIONS ` * SYS'I'EM b000: OS-3 AND PA-].3 ULTIMA'FE COidDITIONS ITYDAOLOGY � Y * 100-YEAR STORM EVENT , Y t+v.+**,t**�ri.***t*++++**a++*********w***rr*rra*rrtwa**t**w*+ft+*+ttt+t**r*t FILE T4AME: 1325-6U.1]AT TIME/DATE OF S�`UDY: 09:53 Q9/p3/2002 -----�------------------------------__---------------------------------------- USER SPECIFIEf? HYDROLOGY AND HYDRAULIC iSODEL INFORMATIOI3: ---------------------------------------------------------------------------- 1985 SAN DIEGO MAF3iTAL CRITERIA ' USER SPECIFiED STORM EVENT(YEAR} = 100.04 . b-HOUR DiTRATIQN PRECIPITATION (TNCHES) w 2.800 SPECIFIED MFNEMiiM PYPE SIZE(INCH} � lB.pQ SPECIFIED PERCEI3T OF GRADIENTS(DECIMALj TO USE FOR FRICTiOAI SLOPE = 0.65 SAN DIEGO IiYDROLOGY MP.NLTAL "C"-VALUES iJSED FOR RATIOI+iAL METHOD NOTE: OidLY PEAK CONF�UENCE VAL[JES CO1dSIDEAEp *USER-DEFINED STREET-SECTTOi3S FOR COLiPLED PIPEPI,dW AI3D STREETFE,OW MODEL* HALF- CROW33 TO STREET-CRQSSFALL: CURB GUTTER-GEOI3ETRIES: MANNING WIDTH CROSSFALL IN- / Oi3T-/PARK- HEIGHT WIATH LIP HIKE FACTOR NO. (FT} (FT} SIDE 1 SIDE/ WAY (F'Tj (FTj (FTj (FT} (n} --- ----- --------- ----------------- ------ ----- ------ ----- -----__-- --- ----- --------- ----------------- ------ ------- ------ ----- ------- 1 30.4 20.Q 0,018/D.018/D.020 0.67 2.00 O.p312 D.167 0.015D 2 37.4 32.0 0.020/0.020/ --- 0.67 2.DD 0.0312 0.167 D.015D GI,OBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 4.00 FEET as (Maximum Allowab�e Street Flow Depth} -(Top-of-C�rb1 2. (Aepth)*(Velocity} Constraint = 10.D {FT*FT/S1 *SIZE PIPE WI'I'I-� A FLOW CAPACITY GREATER THAN OR EQUAL 'i0 'i'HE i3pSTREAM TRIBUTARY PIPE. * *# *ik i*****Y�*Yr *****# *iF i� *1r flrYriFf f Yr*Yr*i k Yr***ttt *#* 4 Y#t* t** ****t f Y#iY YiF##iFY+Wi#*t FLOW PROCESS FROM NODE 6001.00 `I'0 NODE 6002.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATZONAi, I�fETHOD INITIAL SUBAREA ANALYSES««< --------------------..__ _-_-_-_-------------------------------------------------- -----------------------------------------------------------------____--__--_-__ OPEN BRUSH FAIR COVER RUAiOFF COEFFICIENfi =.4500 50IL CLASSIFICATF4N IS "D' S. C. S. CURVE A3iTMBER (AMC I3 y= 83 I3ATiJRAL WATERSHED NOMOGRAPH TIME OF CONCEN'i'RAT14N {APPENDIX X-Aj WITH 14-NfINiTTES ADDED = 10.88{MINUTES) � INIT�AL SUBAREA ELOW-LENGTH = 220.00 � UPSTREAM ELEVATiON = 40D.00 DOWNSTREAM ELEVATION = 350.00 ELEVATION D�FFERENCE = 50.00 100 YEAR RAINFALL FNTENSITY(INCH/HOURj = 4.468 SUBAREA RUNOFF(CFS) _ �.40 TOTAL ARFA(ACRES} = 0.20 TO'rAL RUNOFF(CF51 = 0.44 ttt*w*****wx***rt*tttttr*+*+t*t**��+rxt*+*+*+*+*ft+i+*rti*r*rt�**r�*tr#y,***** FLOW PROCESS FROM NODE 6002.0� 'F4 NpDE 6003.00 IS CODE � 51 ----------------------------------------......___--__------_____---------------- »»>COMPUTE TRAPEZOIDAL CHAN33EL FLOW««< »»>TRAVELTIME 'I'HRU SCTBAREP. (EXISTING ELF�SEA}'P) ««< ELEVATiON DATA: UPSTREAM(FEET) � 350.00 DOWNSTREAM(FSET} - 270.00 CHANNEL LENGTH THRU SiTBAREA(FEET} = 704.4Q CHANNEL SE,OPE = 0.1143 CHANNEL SASE(FEET) � 1.00 "Z' FACTOR = �..000 M.�idNING'S FACTOR = D.OAO MAXTMUM DEPTH{FEETj = 2.00 CHANNEL FLOW T�-IRU SUBAREA(CF'S1 = 0.4D FLOW VELOC ITY ( FEE'T'/ SEC )= 2. 81 FI,OW DEPTH ( FEET )= 0. 13 TRAVEL TIME{MIN.? = 4.15 Tc(MIN.) � 15.03 Lp[�1GEST FiOWPATH F�tOhf NODE 6001.OQ TO NODE 6003.00 = 920.0p FEET. Y�ww�,�r,�tt�****+++>r*+*y�r�***�*��r�i.�.*+i.i.**�,rv.i.�i.+,rr�+i.+W+ti.***�*i.**+i.***�* FLOW PROCE55 FROM NODE 60D3.00 `i`Q NpDE 6003.00 IS CODE = 81 »>?>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< ---------------------------------------------------------------------------- -----------------------------------------------------------------------_---_- 140 YEAR RAII3FALL IN'i'ENSITYfINCH/HOURj = 3.628 OPEN BRUSH FAIR COVER RUI30FF COEFFICIENT =.4500 50IL CLASSIFICATION IS "D" • S.C.S. CURVE N[JMBER (AMC II} = 83 SUBAftEA AREA(ACEtES} - 7.40 SUBAREA RUNOFF(CFS) = 12.08 `�`OTAL AREA(ACRES) = 7.60 `FQTAL RUNOFF(CFS1 = 12.48 'i'C {MIN) = 15 . 03 w*r**r*x**xr+ttt*tt++*fs+*tti*�r*��*��*�*�r�*�ffr�**+�r*�*tr*,�w*+�+�+r+�*ia*ff*y�v. FLdW PROCESS FAOM �IODE 6003.aQ TO T30DE 6005.OD IS CQDE = 51 ----------------------------------------------------------------------------- » »>COMPUTE TRAPEZOIDAL CHANNEL FLOW« « < » »>TRAVELTIME THRU SUBAREA {EXISTIAIG ELEMENT) « « < -------_-___--_�------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: iJPS'f`REAMIFEET) = 270.00 DOU�II35TREAM{FEETJ = 265.00 CHAI3i�iEL LENGTH THRU SBSAftEA(FEET) = 400.00 CHANNEL SLOPE = 0.0125 CHANi�1EI.. BASE ( FEET} - 2. 0 D " Z' FACTOR = 2. D00 i�7A33IdIi3G' S FACTOR = 0. 015 i9AXINfUM DEPTH ( FEET} = 4. QO CHANNEL FLOW THRU SLTBARFA(CF5) = 12.48 FLOW VELOCTTY(FEE'i'/SEC} = 6.20 FLOW DEPTH{FEETf = 0.62 TRAVEL TIME(MIN. }� 1. a7 TC (PfIi3. }= 16.30 LONGEST FLQwPATH FROM N4DE 600]..00 `i'0 NODE 6D05.00 = Z320.00 FEET. .*******���**�+��t**�+��.*+*�.,.****„**+.+*+*�*.�**+*++**��*..*�*.*,...*�...*�� FLOW PROCESS �'ROM NODE 6D05.00 TO NdDE 60D5.60 IS CODE = B1 ------____....---------------------------------------------------------------- »»>ADAITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSI`€'Y{INCH/HOUR) = 3.474 OPEN BRUSH FAIR COVER RUNdFF COEFFICIENT =.4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 83 SUBAREA AREA(ACRES) = 6.OQ SUBAREA RUNOFF(CFS) = 9.37 � TOTAL AREA(ACRES) = 13.60 TOTAL Rl3NOFF(CF5) = 21.85 . TC(MIN) = 16.10 # � * t t * # fi * � � Y � i � * + W * * * � i i Y � 4 i * Y i 4 * Y * ! Y t * * * # * fi * # f � + t # i * # # * * * f f * * * * * * f * * * * M * * * t FLQW PROCESS FR4M NOD� 6005.00 TO NODE 5010.04 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPI3TE TRAPEZOIDAL CHANNEL Fi,OW««< »»>TRAVELTIME THRL3 SUBAREA iE7{ISTI�IG ELEMENTi ««< ---------------------------------------------------------------------------- ELEZIATION DATA: UPS'PREAM{�'�$T) = 265.40 I?OWNSi'R�P.M(FEET) = 260.00 CHANNEL LENG'Y'�-I THRU S[JBAREAIFEET] = 504.04 CHPIVNEL SLOPE = �.0104 CHANNEL SASE(FEET) = 1.D0 "Z" FACTOR = 2.00D MAPINING' S FACTOR = 0.015 MP.XIMLTM DEPTH{FEE'i`j = 3.00 CHANNEL FLOW THRU SUBAREA(CFS} = 21.85 FLOW VELOCITY(FEET/SEC} = 6.80 FLOW DEPTH(FEE'i') = �.04 TRAVEL TIME(MIN.) = 1.23 Tc{MIN.) = 17.33 LONGEST FLOWPA'i`H FROM NODE 6401.00 TO NODE 6fl�0.OQ = 1820.00 FEET. *,.*+***+.**.,.,,********„�**�w**.,*«*****+*+,.****�*k.***++.�**+****+*****+******+ FLOW PROCESS FRdM I�ODE 6010.00 TO �IODE 5010.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDz'I'ION OF Si3BAREA TO MAINLIDIE PEAK FLOW««< ------------------------------------------------------------------------____-- -----------_�_��__--__-___--___------------------------------------------------ i00 XEAR RAINFALL rNT�ISTTY(3NCH/HOIiR) = 3.309 MUI,'i'I-UNTTS DEVELOPMEN'i' �Ut30FF COEFFICIE�' _ .70�U SOII, CLASSTFTCATIpN} IS "D' S.C.S. CURVE NLTMBER fAMC YT) = 90 SL7BAREA ARSA{ACRESI = 5.50 SUEAREA Ri7NOFF(CFS1 = 32.74 'I'pTAL AREA (ACRES 1= 19 . 10 Tp7'AL RUi�IOFF {CFS }= 34 . 59 'FC (MTN) = 17 .33 � **�t+*�,r*.wt*++�,�..tir*>i�*+*�r.+i++�+.*+{*��***i+**�*+f+*+t��+++*+***+****+,.* FLpW PROCESS FROM NODE 6010.00 TO NODE 6010.00 IS CODE = 10 »»>�SP.I�I-S'�'REAM MEMQRY COPTED ONTO MEMORY BADIic # 2««< ---------------------------------------------------------------------------- +*****+++.+,�t+���+..**���*++*+t+�+�+�+**�*+*****+*++*�+����*++�****++***+++,.* FLOW PROCESS FROM NODE b011.00 `I`0 NODE 6012.40 IS C�DE = 21 »»>RATIONAL N4ETHOD INITIAL S13BAREA ANALYSTS««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- OPEN BRUSH FAIR COVER RUNOFF COEFFICIEN'i =.4500 50IL CLASSIFICATION IS "D` S.C.S. CUAVE NiJMBEA (AMC F11 = 83 NATi]RAL WATERSHED N0�'30GRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 14-MINUTES ADDED = 10.95(MIIdUTES) II32TIAL SUBAREA FLOW-LENGTH = 250.40 �3P5TREAM ELEVAT�ON = 440.00 DOWIdS�`REAM ELEVATIOA} = 340.44 ELE�1ATIaN DIFFERENCE = 60.44 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.949 SUSAFtEA R[iNOFF {CFS j= 0. 44 'i'dTAL AREP.(ACRE$) = 0.20 TO'i'A.i� RLTNOFF(CFS} = 0.4d **t+*ftwr++*xa++rr+**+r�*xw*txx+***ti.*w*wtxxr**t*yrt+**t+***tt+*++*s*tt*rt++tr FLOW PROCESS FROM NODE 6012.00 TO AIODE 6413.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPU3'E TRAPEZOIDAL CHANNEL F�,OW««< » »>TRAVEL`i'IME THRU SUBAREA (EXISTING ELEMENTi « « < ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- � ELEVATION DATA: UPSTREAM(FEET] = 340.OQ DOWi�IS'iREAM(FEETj = 270.40 � CHANNEL LENGTH �HRU SUBAREA{FEET} = 300.00 CHANNEL SLOPE = 0.2333 CHANNEL BASE(FEET} - 1.00 "Z" FACTOR = 2.000 MA�iNING'S FACTOR � 0.035 MAXIMUM DEPTH{FEET) = 2.00 CH.�NNE� FLOW THRU SUBARF.A{CFS) = 0.40 FLOW VELOCITY(FEET/SEC) = 3.B3 FLOW DEPTH(FEET) = 0.09 TRAVEL TIME{MIH.} = 1.3Q Tc(MIN.} - 12.25 LONGEST FLOWPATH FROM NODE 6011.00 TO NODE 6013.00 = 550.00 FEET. i * # # * * * � i * 4 � i i } i * # * * i * * * # # * f * * * * # * # * * * * * * * t * * * * * * * * * i t * * t t t # t # # Y ! � W w * * * * # * * k FLOW PROCESS FROM NODE 5013.00 TO NODE 6013.00 IS CODE = 8Z ---------------------------------------------------------------�------------ »»>ADDI'F`ION OF SUBAREA �0 ISAINLINE PEAK Fi.OW««< 100 YEAR RAINF'ALL INTEidSITY(INCH/HOUR) = 4.138 OPEN BRUSH F'AIR COVER RUNOFF COEFFICIENT =.4500 SOIL CLASSI�'ICATION IS "D' S.C.S. CURVE NUMBER (AMC II) = 83 SUBAF2EA A42EA(ACRESI = 6.60 SITHAREA RLJNQFF(CFS) _ �2.66 TO`i'AL AREA(ACRES) = 7.00 TOTAL RUNOFF(CF51 = i3.06 TC{MIN� = 12.25 , . IrYriR Y� f f kYr*Yr* kiFYrYr*rt ** MYrf*Y� Y� ik �kYrYr*Yr*k � t**##ftlf Yti f�t#*! i#tt#!#Y YY*�k* f y� �ii***# **Yr FIAW PROCESS FROM NODE 6013.00 TO i�FODE 6al0.OQ IS CO�E = 51 ---------------------------------------------------------------------------- »»>COMPUTE TiiAPEZOIAAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBARF.P. (EXISTIAIG ELEMENT) «�« --------------------------------------------..�------_-_--_-------------------- ELEVATION DA'T'A: UPST32EAM(FEET) = 270.4Q DOWNSTREAM(FEET) = 260.QQ CHP.NI+iEL LEPiGTH THRU Si7BAREAIFEET) = 440.00 CHRIdNEL SLOPE = 0.025a CHANI3EL BASE{�'EETj = 1.00 "Z' FACTOR = 2.400 � MANNING'S FAC'i'OR = 0.415 MAXINNM DEPTH(FEET� = 2.00 CHANNEL FLOW THR[7 SUBAREA(CFS} - i3.06 FLOW VEI.00ITX(FEET/SEC) = 8.36 FLOW DEPTH(FEETf = 0:67 TRaVEi, TIME(MIN. f� 0. BO 3`c (MIN. 1= 13 . 05 LOAIGEST FLOWPATH FROM NODE 5D11.Ofl TO NODE 5010.D0 = 950.a0 FEET. ***+,.**+**+�++*****�********x.�*****..*+��***+++,..��+***+++*+t++++*..*.�*...� FLOW PROCESS FROM NODE 64�0.00 TO NODE 6010.00 ES CODE = 11 ----------------------------------------------------------------------------- »»>CONFL[IENCE MEMORY BANK # 2 WITH THE [FP.IN-STREAM MEMORY««� ---------------------------------------------------------__-_-_--------------- * * MAIN STREAi�4 CONFL[iEP10E DA'T'A * * STREAM RUNOFF Tc INTENSTTY ARFA NUMBER (CFS) (MIN.) iINCH/HOUR) (ACRE) 1 13.Q6 13.d5 3.973 7.00 LONGEST FLOWPA�'H FROM NODE 601i.00 TO NODE 601a.00 = 950.00 FE�T. ** MEMORY SANK # 2 CONFLi3ENCE DATA ** STREAM RUNOFF Tc iNTENSITY A�tEA NUMBER {CFS} (MIN.) (INCH/HOURi {ACREi 1 34.59 17.33 3.309 19.1d �ObIGEST FLOWPATH FROM NODE 6001.00 TO NODE 6oio.oa =�.a2a.00 FEE'I'. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY i�FiJMBER (CFS} (MIN.) (INCHIHOUR) 1 41.88 13.05 3.973 2 45.47 17.33 3.349 . COMPUTED CONFLUENCE ESTIMATES ARE AS FOE,LOWS: � PEAK F�OW RATE(CFS) = 45.47 TC(MIN.) = 17.33 TOTAF, AREA(ACRES? = 26.10 i Y f * + * * 4 * * } * rt � * * * # * 4 * * * * # * i # * t � # k f i * # i * * * * * * * f # * k * f 4 * * * * fi * f f * * * * f * * * i * * * # t f t FLOW PROCESS FROM NODE 6010.00 TO NODE 6020.04 IS CODE = 51 ---------------------------------------------------------------------------- » » >COMPUTE TRAPEZOIDAL CHPNNEL FLOW« « < »»>TRAVEL'FIME THRi3 SUBAREA {EXISTING ELF.2+SE�1T)««< --------------------------------------------------------------------.._____--_ ELEVATIOd3 DATA: UPSTREAM{FEE'�) = 250.04 DOWNS'iREAM(FEETy = 255.00 CHANNEL LENGi'H THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0100 CHAPTNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.�Q4 MANNING'S FACTOR = 0.035 MP.XIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUSAREA{CFS) = 45.47 FLOW VELOCITY(FEET/5EC) = 8.17 FLOW DEPTH{FEE'i`) = 1.44 TRAVEL TIME{MIN.} = 1.02 TC{M�N.) = 18.35 I.ONGEST FLOWPATH FROM NODE 6001.00 TO NODE 6024.OD = 2320:00 FEET. # Y� W+iF M*YriFfiFY� Y� k f kYrri Y� R*w'1�' 1� i! f f*Yr R****** fiYr***Yr* ****Yr**� ***� * f**tt*****t* *! *ttt*t FI,OW PROCESS FROM NODE 602p.00 TQ NODE 6020.04 IS CODE = 81 --------------------------------_--------------------------------------------- »»>A1�AITZON OF SUSAREA TO MATNLINE PEAK FLOW« «< ------------------------------------------------------------------------__--__ �QO XEAR RATNFALL IrPI'ENSTTY;iNCH/HOUR) � 3.190 MULTI-i7NI'rS DEVEL41'i+S�1'i' RLTNOF'F CQEFFICISN'I` _ .7000 SOEL CLASS�F'iCATION IS "D" S.C.S. CURVE NiJMBER {p,MC IIj = 90 SUBAREA AREA(ACRES} = 5.50 S(JBAAEA RUNOFF(CFS) = 12.26 T4TAL AREA(ACRES) = 31.60 TpTAL 3ZUI30FF(CFS} = 57.75 TC{MIN1 = 18.35 � # i # #1.* }�.#**W Y�.Y.Y�i.Y�*Y�Y�+k f �/.iF�.Y.+} # # } } ***# ** 1r** ** ***} *# **** *** * * * * *****�k ** f *+*** FLOw PROCESS FROM 130DE 6020.00 Tp NpDE 6D21.Op TS CODE = 31 »»>COMPUTE PIPE-FL(}W TRAVEL TIME THRU SUBAREA«c« »»>USING COi'SPUTEFt-ES'I'IMATED PIPESIZE (NOI3-PRESSURE F�,OW) ««< ---------------------------------------------------------------------------- ELEVATTON DATA: UPSTREP.M(FEET) = 25D.04 DOWNSTREAM{FEET) = 2Z0.00 FLpW LFNGTH{FEET1 = 200.00 MANNING'S N= 0.013 DEPTH OF FLOW �N 21.0 INCH PIPE T$ 15.3 IFICHES PIPE-FLOW VELOCITYfFEET/SEC.1 = 30.67 ESTIMA'I'ED PIPE DIAMETER(IPiCH� = 21.OD NU'MBER OF PIPES = 1 . PIPE-FLdW(CFSj = 57.75 PIPE TRAVEL TIME(MIN.) = 0.11 TC(MIN.i = 18.46 LONGES� FLOWPA`i'H FRQM I�ODE 6001.00 TO NODE 6021.00 = 2520.fl4 FEET. END OF S'I'L7DY SUMAIARY : TOTAL AREA(ACRESj = 31.60 TC(MIN.} = 18.46 PEAK FLOW RATE(CFS) = 57.75 END OF RATIbNAL METHOD ANALYSIS ' 0 �