Loading...
HomeMy WebLinkAboutCT 13-01; Buena Vista 11; Drainage; 2013-03-13Drainage Study Buena Vista 11 Prepared: September 30, 2013 PREPARED FOR Kraemer Land Company^ Inc. 101 S. Kraemer Blvd., Suite 136 Placentia, CA 92870 (714) 528-9664 RECEIVED 18 2m PROJECT ENGINEER UND UC V CLUPMBJT William Lundstrom, R.C.E.ENG/NEERfiMG PREPARED BY O Lundstrom %ti *r Engineering and Surveying, Inc. Drainage Study Buena Vista 11 Declaration of Responsible Charge I hereby declare that I am the engineer of work for this project. That I have exercised responsible charge over the design of the project as defined in Section 6703 of the business and professions code, and that the design is consistent with current standards. I understand that the check of project drawings and specifications by the City of Carlsbad is confined to a review only and does not relieve me, as engineer of work, of my responsibilities for project design. ' William Lundstrom Date Registered Civil Engineer 061630 Exp. Date: 06/30/15 Page ii JNL225-01 (Februarv 2014) Drainage Study Buena Vista 11 Table of Contents Declaration of Responsible Charge ii List of Tables iv Introduction 1 Purpose and Scope 1 Section 1. Project Information 2 1.1. Project Description 2 1.2. Hydrologic Setting 2 1.3. Proposed Rimoff Management Facilities 3 Section 2. Design Criteria and Methodology 4 2.1. Hydrologic Design Methodology 4 Section 3. Characterization of Project Runoff. 8 3.1: Hydrologic Effects of Proj ecf .7.7.~~.~.~.7.:.~7.~.T.T. .7.7^^^^ .7.77.~7777:.7..7.....;. 8 " Section 4. Summary and Conclusions 9 Page iii JNU25-01 (September 2013) Drainage Study Buena Vista 11 List of Tables Table 1-2 Smninary of Impervious Cover Analysis 3 • Table 2-1 Rational Method Runoff Coefficients 5 Page iv JNL225-01 (September 2013) Drainage Study Buena Vista 11 Introduction Purpose and Scope To provide guidelines for preparation and review of hydrology/ drainage study associated with discretionary projects under various City/County. Ordinances. Development of permanent improved drainage facilities relies in part, on early identification of any adverse drainage conditions that are caused or worsened by new development projects. To avoid sub-standard drainage facilities (difficult and costly to replace) sufficient information is needed early, when the project is being considered for approval. The City/County subdivision, zoning and other related ordinances and County of San Diego Flood Control Act provides for incorporation of drainage facility protection in design of private projects &om early start. The City/County's application process provides for a preliminary hydrology/ drainage study on all development projects at time of application. This study provides the needed information to ensure proposed dramage facilities are located appropriately. The preliminary hydrology/ drainage study is also part ofthe full CEQA and public hearing reviews on all discretionary projects. This eliminates the need for later CEQA reviews when proposed drainage facilities conform to that previously reviewed and circumstances have not changed. The City/County requires a hydrology/drainage study. The study compares storm runoff under existing conditions versus existing-plus-project conditions (100-year events) and identifies existing drainage problems that may be caused, or aggravated, by project development. The study is further used to analyze project impacts under the California Environmental Quality Act (CEQA) and to identify any proposed mitigation measures. Page 1 JN L225-01 (September 2013) Drainage Study Buena Vista 11 Section 1. Project Information 1.1. Proj ect Description 1.1.1 Proj ect Lo cation The site is located southwest of the intersection of Buena Vista Way and Valley Street, in the City of Carlsbad, Califomia. 1.1.2 Proj ect Activities Description The 2.73-acre project site is currently situated on moderately slope (4%) ground. Elevations across the site range firom approximately 181 feet above mean sea level (MSL) at the northwest property comer to approximately 160 feet above MSL along the easterly property line or a distance of 520 feet. The project proposes the development of eleven single-family residential lots and a private cul-de-sac. To comply with current storm water regulations, on-site low impact design (LID) and integrated management practices (IMP) will be implemented to mitigated anticipated increase in pollutant loads and peak run-off firom the proposed development. Bioretention and undergroimd detention stmctures are proposed to meet current storm water requirements. 1.2. Hydrologic Setting This section summarizes the project's size and location in the context of the larger watershed perspective, topography, soil and vegetation conditions, percent impervious area, natural and infrastructure drainage features, and other relevant hydrologic and environmental factors to be protected specific to the project area's watershed. 1.2.1 Watershed The project site is located in the Buena Vista Creek Hydrologic Area (HA 904.20) and Carlsbad Hydrologic Unit (HU 904.00). 1.2.2 Soil and Vegetation Conditions No soils report has been prepared at this preliminary stage ofthe project. Therefore, the County of San Diego Soil Hydrologic Group Map was used to determine the site as hydrologic group D. The project site is categorized as having non-native vegetation developed or unvegetated habitat. Page 2 JNL225-01 (September 2013) Drainage Study Buena Vista 11 1.2.3 Impervious Cover The project will increase approximately 0.8 acres of impervious area to fhe project site. Table 1-1 summarizes the impervious cover under existing and proposed condition. See Impervious Area Exhibit at the end ofthis study. Table 1-1 Summary of Impervious Cover Analysis. Existing Condition Proposed Condition Coverage (acre) (%) (acre) (%) Impervious Area Btiildings 0.3 10% 0.9 33% Paved Area 0.2 7% 0.4 15% Impervious Area 0.5 17% 1.3 48% 1.3.Proposed Runoff Management Facilities The proposed facilities managing runoff firom fhe site include: • Appropriate grading of pads to direct runoff away firom stmctures on fhe site. • Bioretention and underground detention stmctures are proposed to meet current storm water requirements. The existing storm drain system that will project outfaUs to ultimately directly outfalls into Buena Vista Lagoon. Per "Hydromodification Exemption Analysis for Select Carlsbad Watersheds", dated June 10, 2013 by Chang Consultants, Buena Vista Lagoon is considered a hydromodification exempted waterbody. • Storm drain systems to direct on-site runoff to appropriate outfaUs. • Underground detention facilities wiU intercept and release runoff at existing peak 100-year storm rates. Page 3 Drainage Study Buena Vista 11 Section 2. Design Criteria and Methodology This section summarizes the design criteria and methodology applied during drainage analysis of the project site. The design criteria and methodology follow the County of San Diego County Hydrology Manual (June 2003), San Diego County Hydraulic Drainage Design Manual (May 2005), and Storm Water Standards as appropriate for the project site. 2.1.Hydrologic Design Methodology 2.1.1 Rational Method: Peak Flow Runoff calculations for this study were accomplished using the Rational Method. The Rational Method is a physically-based numerical method where runoff is assumed to be directly proportional to rainfall and area, less losses for infiltration and depression storage. Flows were computed based on the Rational formula: Q= C//\ where ... Q = Peak discharge (cfs); C = runoff coefficient, based on land use and soil type; i = rainfall intensity (in/hr); A = watershed area (acre) The mnoff coefficient represents the ratio of rainfaU that runs off the watershed versus the portion that infiltrates to the soil or is held in depression storage. The runoff coefficient is dependent on the land use coverage and soil ty^t. For a typical drainage study, rainfall mtensity varies with the watershed time of concentration. The watershed time of concentration at any given point is defined as fhe time it would theoretically take mnoff to travel firom the most upstream point in the watershed to a concentration point, as calculated by equations in the San Diego County Hydrology Manual. Page 4 Drainage Study Buena Vista 11 Table 2-1 Rational Method Runoff Coefficients. RUNOFF COEFFICIENT (%) Hydrologic Soil Typi £ LANDUSE (CountyElements) Imperv. A B c D Permanent Open Space 0.20 0.25 0.30 0.35 Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41 Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46 Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52 Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57 Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63^ Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71 ^ Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79 Neighborhood Commercial 80 0.76 0.77 0.78 0.79 General Commercial 85 0.80 0.80 0.81 0.82 OfQce ProfessionaVCommercial 90 0.83 0.84 0.84 0.85 Limited Industrial 90 0.83 0.84 0.84 0.85 0.87 General Industrial 95 0.87 0.87 0.87 0.85 0.87 Rational Metiiod calculations were accompUshed using tiie Advanced Engineering P A^^r'^^''°^^ Metiiod Analysis (Soutiiem CaUfomia County Metiiods) (AES? RATSCx) computer software packages. Peak discharges were computed for 100-year 10-year, and 2-year hypotiietical storm retiim frequencies. Detention routing calculation^ were accomplished by inputting results fiom AES (Time of Concentiation, Runoff Coefficient, and area) mto Pond Pack Detention Pond Modeling Software. 2.1.2 Time of Concentiation The Time of Concenti-ation (Te) is tiie time required for runoff to flow fiom tiie most remote part of tiie dramage area to tiie point of interest. The T, is composed of two components: mitial time of concentiation (T;) and tiie travel time (Tt). The T; is tiie time requured for runoff to tiavel across tiie surface oftiie most remote subarea in tiie stiidy or mitial subarea . Gmdelines for designation tiie initial subarea are provided witiiin fiie discussion of computation of Tj. The T^ is the time required for the mnoff to flow in a watercourse (e.g., sw^e, channel, gutter, pipe) or series of watercourses fiom tiie initial subarea to tiie pomt of mterest. For tiie Rational Method, the T^ at any point witiiin the dramage area is given by: Tc = Ti + Tt Methods of calculation differ for natiiral watersheds (nonurbanized) and for urban dramage systems. When analyzing storni drain systems, the designer must consider the possibility that an existmg natiiral watershed may become urbanized during the usefiil life Page 5 Drainage Study Buena Vista 11 ofthe storm drain system. Future land uses must be used for Tc and mnoff calculations, and can be determined fiom the local Community General Plan. 2.1.3 Initial Time of Concentration The initial time of concentration is typically based on sheef flow at the upstieam end of a drainage basin. The Overland Time of Flow is approximated by an equation developed by tiie Federal Aviation Agency (FAA) for analyzing flow on runways (FAA, 1970). The usual runway configuration consists of a crown, like most fieeways, wifh sloping pavement fhaf directs flow fo eitiier side of the mnway. This fype of flow is uniform in tiie direction perpendicular to the velocity and is very shallow. Since fhese depths are % of an inch in magnitude, fhe relative roughness is high. Some higher relafive roughness values for overland flow are presented in fhe HEC-1 Flood Hydrograph Package User's ManuaKlJSACE, 1990). The sheet flow thaf is predicted by the FAA equation is limited to conditions that are similar to runway topography. Some considerations fhat limit fhe extent to which, fhe FAA equation applies are idenfified below: • Urban Areas - This "runway type" ninoff includes: o Flat roofs, sloping at 1% +/- o Parking lots at fhe exfreme upstieam drainage basin boundary (at fhe "ridge" of a catchment area.) Even a parking lot is limited in fhe amounts of sheet flow. Parked or moving vehicles would "break-up" fhe sheet flow, concentiafing mnoff info sfreams tiiat are not characteristic of sheet flow. o Driveways are constmcted at fhe upstieam end of catchment areas in some developments. However, if flow fiom a roof is directed to a driveway through a downspout or other conveyance mechanism, flow would be concentiated. o Flat slopes are prone to meandering flow that fends to be dismpted by minor irregularities and obstmctions. Maximum Overland Flow lengths are shorter for fhe flatter slopes. • Rural or Natural Areas -The FAA equation is applicable to fhese conditions since (0.5% to 10%) slopes fhaf are uniform in width of flow have slow velocities consistent wifh the equation. Irregularities in terrain limit the length of applicafion. o Most hills and ridge lines have a relatively flat area near fhe drainage divide. However, with flat slopes of 0.5% +/-, minor irregularities would cause flow to concentrate into stieams. Page 6 Drainage Study Buena Vista 11 o Parks, lawns and ofher vegetated areas would have slow velocities fhaf are consistent wifh the FAA Equation. The Initial Time of Concentiation is reflective of fhe general land-use at the upstieam end of a drainage basin. 2.1.4 Travel Time The Tt is the time required for the runoff fo flow in a watercourse or series of watercourses from the initial subarea to fhe point of interest. The Tt is computed by dividing tiie lengtii of the flow patii by tiie computed flow velocity. Since fhe velocity normally changes as a result of each change in flow rate or slope, such as at an inlet or grade break, tiie total Tt must be computed as fhe sum oftiie Tt's for each section ofthe flow path. Page 7 Drainage Study Section 3. Characterization of Project Runoff 3.1.Hydrologic Effects of Project The proposed project will not significantly alter the overall drainage scheme for tiie site. Exhibit C illustiates the proposed condition hydrology map. Table 3-1 summarizes the hydrologic effects of the project. Table 3-1 Summary of Hydrology Analysis at Node #1 (outfall). Tributary Area 100-Year 10-Year 2-Year Existing/Proposed Existing/Proposed Existing/Proposed Existing/Proposed (acre)/(acre) (cfs)/(cfs) (cfs)/(cfs) (cfs)/(cfs) 15.5 15.5 37.8 39.9 23.8 25.2 17.3 18.1 The existing and proposed condition analyses illustrate that tiiere is an mcrease amount of runoff generated from the proposed condition. In order to mitigate peak runoff rates we are proposmg to utilize an underground detention basin for the project. Page 8 JN 860-02 (December 2013) Drainage Study Buena Vista 11 Section 4. Summary and Conclusions This hydrology and hydrauUc stiidy has evaluated fhe potential effects on runoff of tiie proposed project. Jn addition, fhe report has addressed tiie metiiodoiogy used fo. analyze the pre- and post-constmction condition, which was based on tiie San Diego County Hydrology and Design Manual. This section provides a summary discussion that evaluates fhe potential effects of the proposed project. • Bioretention and underground detention stiuctures are proposed fo meet current storm wafer requirements. The existing storm drain system tiiat wiU projecf outfaUs to ultimately directly outfaUs into Buena Vista Lagoon. Per "Hydromodification Exemption Analysis for Select Carlsbad Watersheds", dated June 10, 2013 by Chang Consultants, Buena Vista Lagoon is considered a hydromodification exempted waterbody. The existuig and proposed condition analyses Ulustiafe fhat tiiere is an increase in runoff generated fiom the proposed condition. Underground detention facUities will intercept and release runoff at exisfing peak 100-year sform rates. Page 9 JN (September 2013) APPENDIX A Hydrologic Information County of San Diego Rydvology Manual Rainfall Isopluvials 2 Year Rainfall Event - 6 Hours Isopluvial {Inches) *Gis SSSGIS f\J THIS If PnO^DEO WITHOUT WDRFUHTY DF AHT WHO. EltHEB EXPRESS on KIPIICO.MCLUOINQ. BUI HOT UjlltEDTO.TIIEIMrilED WARRMnCS OF MERCHAHIABILITY AND FltXESS FOR ArARTtCULMPUnPOSE. lUi paAiTi) mat cailjin MannillBii ham *ii SWOM n •t'enri 0 3 Miles County of San Diego Hydrology Manual Rainfall Isopluvials 2 Yeiir R.iinfall Event - 24 Hours Isopluvial (Inches) OPW «Gis SMGIS N Tinj MAP It pRovioEa WITHOUT WAnriAifTYDF AMIT ratio, EITHER EKPIICBS OR lUnjED. MCtUOMG, iUr HOT UMtlED TO. THE MUtJO WABFwniES OF MEHCHMITAMliTY AHD FTTHESS FOfl A FARTICUtAR PURPOIE. CtnrrigM SmCIS. Al R)|Mi Mm tirnliiw tl SAMMI^ 32 30" 3 0 3 Miles County of San Diego Hydrology Manual Rainfall Isopluvials 10 Year Rainfall Event - 6 Hours Isopluvial (Inches) l-^ (.75 ^Gis- S^GIS M THIl fW )S PROVIDED WITHOUT WAHRAOTY QF AHV Mtm. EITHER EXFREU •RIUPllED.tHCLUOlflC. BUTHOT UMITED TO. DIE IMP I IEO WARRANTIES OF I.IEnai»HTABtUn-AHO FnilCIS FOB APARTICULAR PURFOIE. Cmn*^\ ••nOII. Al N^K fl TMi ft^MM mr txIKn Mtm* C InlvmiBliI Ir*l"n*>f>>ch anrmX 1 wiMtn rMmliiwt •) lAHDAOL n Imm Vii EMIOAO Rtf1n4 3 0 3 Miles County of San Diego Hydrology Manual Rainfall Isopluvials 10 Year Rainfall Event - 24 Hours Isopluvial (Inches) DPW ,r^-^^^ -^^GIS SafiGIS _. .'I'"."'.*'''-'?*'V^'"? IV.'.. I-I I.t;..— I'I: •_ / • .-..11 Wc .San [:iit|.',(i Ccivvrcd! N • WAP H PROVTOED WITHOUT WARRAMTY OF ANY MHO, EITHER EXPHEBB OR lUPllED. INC1.U0IHO. BUI HOTl.n,lTTED TO, TllE|Un.lEO WARfUMIlES OF MJnCHAHTABMTY AWO FTTMESS FOR A PARTKOLAR PURPOSE. Cl^TlttM StnOIS, AB WfMt tlilMn*. ItilwiallANOAC puiir'iilM rwMid kr Tlwiii BigHnn Mipi. -3- 0 3.Miles ) •|I5- 32'3a •• 4-,.. County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event - 6 Hours Isopluvial (Inches) DPW ^^^^ ^GIS aaiiGlo Wc Have .San Dicffn C^m-i-rcd! M 1 ms MAP IS PROVIDEO WITHOUT WARRANTY OF AW WHO, EnilER EKPRgM ' OR tUPUEO. tHCLUORia. BUI HOTUMTTED TO, THE lUpllID WAnnAHITES OF MERCHANTABKJTY AHD FnHESS FOR A PARTICULAR PURPOSE. in rimliilw ll SAHOAC 3 0 3 Miles County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event - 24 Hours Isopluvial (Inches) BPW N THIS MAP IS PROVIDED WIIHOUT WARRAIfTY OF Hit MHO. imiEn EXPRESS on IMPUEO. PICLUOIHG. BUT HOT IMITEOTO. THE IMPLIED WARRAtmES OF MEnCII'NTABllJTYAtIO FITtlESS FOR A PARTKULAR PURPOSE. C«p|H|lil SktCII. Al RliMt Riilna*. ' p liihiinilltii SytUm iiMth uwl I '- MMtnpumliitvdftANDAG. 3 0 3 Miles County of San Diego Hydrology Manual Soil Hydrologic Group 3 Miles smGJs THIS MAP » PROVIDEOWITHOUT WARRANTY OF ANY KIND. EITHER EXPRESS OR IMPUED. WCLUDINO, BUTNOTLIMrTED TO. THE IMPUED WARRANTIES OF MERCHANTABILITY AHD FTTNesS FOR A PARTICULAR PURPOSE. CopyilpH SBROIS. Al Rlghh R«Hrvarf, TMB producl my contatn tfibmiBllDn ADTTI the SANDAG Rcplanal hloTRialDn SyBtam vrfikh einnol be rEproducBd tMhaU Ihs twtlton pern^iBbn olSANDAO. APPENDIX B Hydrologic Calculations This Section Contains: • Existing Condition Analysis • Proposed Condition Analysis Existing Condition Analysis ********************************************************* * * * RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 2.0 Release Date: 06/01/2005 License ID 1553 Analysis prepared by: Lundstrom + associates 1764 San Diego Avenue, Suite 200 San Diego, CA 92110 ************************** DESCRIPTION OF STUDY ************************** * Buena Vista 11 * * EXISTING 2 YEAR STORM * * * *******************************************************************.^^.^.^^^ * FILE NAME: C:\225EX100.DAT TIME/DATE OF STUDY: 15:43 12/11/2013 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.300 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.01 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ************************************************************************* *** FLOW PROCESS FROM NODE 13.00 TO NODE 12.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTAILW24^__J307AC OR LESS) RUNOFF COEFFICIENT =/. 7100) SOIL CLASSIETtT^flON IS "D" ^——^ S.C.S. CURVE NUMBER (AMC II) = 92 ^ INITIAL SUBAREA FLOW-LENGTH(FEET) = 90.00 UPSTREAM ELEVATION(FEET) = 198.00 DOWNSTREAM ELEVATION(FEET) = 196.00 ELEVATION DIFFERENCE(FEET) = 2.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.761 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 78.33 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.425 NOTE: RAINFALL INTENSITY IS BASED ONTc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.41 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.41 ************************************************************************* * * * FLOW PROCESS FROM NODE 12.00 TO NODE 11.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 196.00 DOWNSTREAM ELEVATION(FEET) = 164.00 = .^100^ STREET LENGTH(FEET) = 510.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.66 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 3.16 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.71 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.03 STREET FLOW TRAVEL TIME(MIN.) = 1.81 Tc(MIN.) = 6.57 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.873 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 2.22 SUBAREA RUNOFF(CFS) = 4.53 TOTAL AREA(ACRES) = 2.4 PEAK FLOW RATE(CFS) = 4.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 6.03 FLOW VELOCITY(FEET/SEC.) = 4.70 DEPTH*VELOCITY(FT*FT/SEC.) = 1.27 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 11.00 = 600.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 11.00 TO NODE 1.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 164.00 DOWNSTREAM ELEVATION(FEET) 157.00 STREET LENGTH(FEET) = 525.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 16.99 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.34 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.56 STREET FLOW TRAVEL TIME(MIN.) = 2.62 Tc(MIN.) = 9.19 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.314 RESIDENTAIL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 AREA-AVERAGE RUNOFF COEFFICIENT = 0.607 SUBAREA AREA(ACRES) = 6.5 9 SUBAREA RUNOFF(CFS) = 8.69 TOTAL AREA(ACRES) = 9.0 PEAK FLOW RATE(CFS) = 12.62 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 19.26 FLOW VELOCITY(FEET/SEC.) = 3.60 DEPTH*VELOCITY(FT*FT/SEC.) = 1.82 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 1.00 = 1125.00 FEET. ************************************************************************* * * * FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.19 RAINFALL INTENSITY(INCH/HR) = 2.31 TOTAL STREAM AREA(ACRES) = 8.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.62 ************************************************************************* * * * FLOW PROCESS FROM NODE 4.00 TO NODE 3.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 90.00 UPSTREAM ELEVATION(FEET) = 182.00 DOWNSTREAM ELEVATION(FEET) = 178.00 ELEVATION DIFFERENCE(FEET) = 4.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.647 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.850 , SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.22 **********^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ *** FLOW PROCESS FROM NODE 3.00 TO NODE 2.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 178.00 DOWNSTREAM(FEET) = 158.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 270.00 CHANNEL SLOPE = 0 0741 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR =4.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.4 68 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = 4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0 72 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC ) = ' 2 71 AVERAGE FLOW DEPTH(FEET) = 0.11 TRAVEL TIME(MIN') = 1*66 Tc(MIN.) = 8.31 SUBAREA AREA(ACRES) = 0.88 SUBAREA RUNOFF(CFS) = 100 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 1.19 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.14 FLOW VELOCITY(FEET/SEC.) = 3 27 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 2.00 = 360 00 FEET. ***********^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ * * * FLOW PROCESS FROM NODE 2.00 TO NODE 1.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 158.00 DOWNSTREAM(FEET) = 155.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 410.00 CHANNEL SLOPE = 0.0073 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.97 6 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4 600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.71 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.OO AVERAGE FLOW DEPTH(FEET) = 0.57 TRAVEL TIME(MIN.) = 3.42 Tc(MIN.) = 11.73 SUBAREA-AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 5.00 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) = 6.6 PEAK FLOW RATE(CFS) = 5. 96 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.70 FLOW VELOCITY(FEET/SEC.) = 2.25 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 1.00 = 770.00 FEET. ********************************************^^^j^^^^^^^j^j.^^^^^^^^^^^^^^^^^ * * * FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION.(MIN.) = 11.73 RAINFALL INTENSITY(INCH/HR) = 1.98 TOTAL STREAM AREA(ACRES) = 6.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.96 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 12.62 9.19 2.314 8.98 2 5.96 11.73 1.976 6.55 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO. CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 RUNOFF (CFS) 17.28 16.73 Tc (MIN.; 9.19 11.73 INTENSITY (INCH/HOUR) 2.314 1.976 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS PEAK FLOW RATE(CFS) = 17.28 Tc(MIN.) = TOTAL AREA(ACRES) = 15.5 LONGEST FLOWPATH FROM NODE 13.00 TO NODE FEET. 9.19 1.00 = 1125.00 END OF STUDY SUMMARY; TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 15.5 17.28 TC(MIN. 9.19 END OF RATIONAL METHOD ANALYSIS ************************************************************************* *** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 2.0 Release Date: 06/01/2005 License ID 1553 Analysis prepared by: Lundstrom + associates 1764 San Diego Avenue, Suite 200 San Diego, CA 92110 ************************** DESCRIPTION OF STUDY ************************** * Buena Vista 11 * * EXISTING 10 YEAR STORM * * * ************************************************************************* * FILE NAME: C:\225EX100.DAT TIME/DATE OF STUDY: 15:47 12/11/2013 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.01 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ************************************************************************* *** FLOW PROCESS FROM NODE 13.00 TO NODE 12.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTAIL U24^_J30/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFltSflON IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 90.00 UPSTREAM ELEVATION(FEET) = 198.00 DOWNSTREAM ELEVATION(FEET) = 196.00 ELEVATION DIFFERENCE(FEET) = 2.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.761 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 78.33 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.611 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.56 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.5 6 ************************************************************************* * * * FLOW PROCESS FROM NODE 12.00 TO NODE 11.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 196.00 DOWNSTREAM ELEVATION(FEET) = 164.00 STREET LENGTH{FEET) = 510.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.02 00 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.59 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 4.72 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.58 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) =1.13 STREET FLOW TRAVEL TIME(MIN.) = 1.8 6 Tc(MIN.) = 6.62 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.848 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 2.22 SUBAREA RUNOFF(CFS) = 6.06 TOTAL AREA(ACRES) = 2.4 PEAK FLOW RATE(CFS) = 6.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.29 HALFSTREET FLOOD WIDTH(FEET) = 7.28 FLOW VELOCITY(FEET/SEC.) = 4.89 DEPTH*VELOCITY(FT*FT/SEC.) = 1.43 LONGEST FLOWPATH FROM NQDE 13.00 TO NODE 11.00 = 600 00' FEET. *************************** **********^j^^^^^^j^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ *** FLOW PROCESS FROM NODE 11.00 TO NODE 1.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 164.00 DOWNSTREAM ELEVATION(FEET) 157.00 STREET LENGTH(FEET) = 525.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.49 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 19.18 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.59 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.81 STREET FLOW TRAVEL TIME(MIN.) = 2.4 4 Tc(MIN.) = 9.06 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.143 RESIDENTAIL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 AREA-AVERAGE RUNOFF COEFFICIENT = 0.607 SUBAREA AREA(ACRES) = 6.59 SUBAREA RUNOFF(CFS) = 11.81 TOTAL AREA(ACRES) = 9.0 PEAK FLOW RATE(CFS) = 17.14 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 21.76 FLOW VELOCITY(FEET/SEC.) = 3.88 DEPTH*VELOCITY(FT*FT/SEC.) = 2.14 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 1.00 = 1125 00' FEET. ************************************^^., FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = r*********************************** *** »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.06 RAINFALL INTENSITY(INCH/HR) = 3.14 TOTAL STREAM AREA(ACRES) = 8.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.14 ***********************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ *** FLOW PROCESS FROM NODE 4.00 TO NODE 3.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 90.00 UPSTREAM ELEVATION(FEET) = 182.00 DOWNSTREAM ELEVATION(FEET) = 178.00 ELEVATION DIFFERENCE(FEET) = 4.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.647 10 YEAR RAINFALL INTENSITY{INCH/HOUR) = 3.837 SUBAREA RUNOFF(CFS) = 0.30 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.30 ************************************************************************* *** FLOW PROCESS, FROM NODE 3.00 TO NODE 2.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 178.00 DOWNSTREAM(FEET) = 158.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 270.00 CHANNEL SLOPE = 0.0741 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.378 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.99 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.10 AVERAGE FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) = 1.45 Tc(MIN.) = 8.10 SUBAREA AREA(ACRES) = 0.88 SUBAREA RUNOFF(CFS) = 1.37 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 1.63 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.17 FLOW VELOCITY(FEET/SEC.) = 3.56 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 2.00 = 360.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 2.00 TO NODE 1.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 158.00 DOWNSTREAM(FEET) = 155.00 CHANNEL LENGTH THRU SUBAREA{FEET) = 410.00 CHANNEL SLOPE = 0.0073 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.735 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4 600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.12 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.18 AVERAGE FLOW DEPTH(FEET) = 0.65 TRAVEL TIME(MIN.) = 3.14 Tc(MIN.) = 11.24 SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 6.92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) = 6.6 PEAK FLOW RATE(CFS) = 8.24 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.80 FLOW VELOCITY(FEET/SEC.) = 2.46 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 1.00 = 770.00 FEET. ************************************************************^j^..^.j^j^^^jj.j^.,^.,^j^.^ *** FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.24 RAINFALL INTENSITY(INCH/HR) = 2.73 TOTAL STREAM AREA(ACRES) = 6.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.24 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 17.14 9.06 3.143 8.98 2 8.24 11.24 2.735 6.55 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 23.78 9.06 3.143 2 23.15 11.24 2.735 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.78 Tc(MIN.) = 9.06 TOTAL AREA(ACRES) = 15.5 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 1.00 = 1125 00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 15.5 TC(MIN.) = 9.06 PEAK FLOW RATE(CFS) = 23.78 END OF RATIONAL METHOD ANALYSIS ************************************************************************* *** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003, 1985, 1981 HYDROLOGY lyiANUAL (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 2.0 Release Date: 06/01/2005 License ID 1553 Analysis prepared by: Lundstrom + associates 17 64 San Diego Avenue, Suite 200 San Diego, CA 92110 ************************** DESCRIPTION OF STUDY ************************** * Buena Vista 11 * * EXISTING 100 YEAR STORM * * ************************************************************************* * FILE NAME: C:\225EX100.DAT TIME/DATE OF STUDY: 15:41 12/11/2013 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.01 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ************************************************************************* * * * FLOW PROCESS FROM NODE 13.00 TO NODE 12.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< _7_ RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 j SOIL CLASSIFICATipN IS "D" y' S.C.S. CURVE NUMBER (AMC II) = 92 K., INITIAL SUBAREA FLOW-LENGTH(FEET) = 90.00 UPSTREAM ELEVATION(FEET) = 198.00 DOWNSTREAM ELEVATION(FEET) = 196.00 ELEVATION DIFFERENCE(FEET) = 2.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.761 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 78.33 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.8 6 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.86 ************************************************************************* *** FLOW PROCESS FROM NODE 12.00 TO NODE 11.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 196.00 DOWNSTREAM ELEVATION(FEET) = 164.00 STREET LENGTH(FEET) = 510.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.59 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 6.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.75 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.34 STREET FLOW TRAVEL TIME(MIN.) = 1.7 9 Tc(MIN.) = 6.55 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.975 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 2.22 SUBAREA RUNOFF(CFS) = 9.42 TOTAL AREA(ACRES) = 2.4 PEAK FLOW RATE(CFS) = 10.14 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 9.22 FLOW VELOCITY(FEET/SEC.) = 5.32 DEPTH*VELOCITY(FT*FT/SEC.) = 1.74 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 11.00 = 600.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 11.00 TO NODE 1.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 164.00 DOWNSTREAM ELEVATION(FEET) 157.00 STREET LENGTH(FEET) = 525.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL{DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.54 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH (FEET) == 22.93 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.00 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.29 STREET FLOW TRAVEL TIME(MIN.) = 2.19 Tc(MIN.) = 8.74 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.961 RESIDENTAIL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 AREA-AVERAGE RUNOFF COEFFICIENT = 0.607 SUBAREA AREA(ACRES) = 6.59 SUBAREA RUNOFF(CFS) = 18.64 TOTAL AREA(ACRES) = 9.0 PEAK FLOW RATE(CFS) = 27.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.63 HALFSTREET FLOOD WIDTH(FEET) = 25.98 FLOW VELOCITY(FEET/SEC.) = 4.35 DEPTH*VELOCITY(FT*FT/SEC.) = 2.73 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 1.00 = 1125.00 FEET. ************************************************************************* * * * FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.74 RAINFALL INTENSITY(INCH/HR) = 4.96 TOTAL STREAM AREA(ACRES) = 8.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.06 ************************************************************************* *** FLOW PROCESS FROM NODE 4.00 TO NODE 3.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 90.00 UPSTREAM ELEVATION(FEET) = 182.00 DOWNSTREAM ELEVATION(FEET) = 178.00 ELEVATION DIFFERENCE(FEET) = 4.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.647 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.920 SUBAREA RUNOFF(CFS) = 0.4 6 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.46 ************************************************************************* *** FLOW PROCESS FROM NODE 3.00 TO NODE 2.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 178.00 DOWNSTREAM(FEET) = 158.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 270.00 CHANNEL SLOPE = 0.0741 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.281 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.53 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.50 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 1.29 Tc(MIN.) = 7.93 SUBAREA AREA(ACRES) = 0.88 SUBAREA RUNOFF{CFS) = 2.14 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 2.55 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.22 FLOW VELOCITY(FEET/SEC.) = 4.06 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 2.00 = 360.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 2.00 TO NODE 1.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 158.00 DOWNSTREAM(FEET) = 155.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 410.00 CHANNEL SLOPE = 0.0073 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 4.351 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.09 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.46 AVERAGE FLOW DEPTH(FEET) = 0.79 TRAVEL TIME(MIN.) = 2.78 Tc(MIN.) = 10.72 SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 11.01 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) = 6.6 PEAK FLOW RATE(CFS) = 13.11 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.97 FLOW VELOCITY(FEET/SEC.) = 2.76 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 1.00 = 770.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.72 RAINFALL INTENSITY(INCH/HR) = 4.35 TOTAL STREAM AREA(ACRES) = 6.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.11 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 27.06 8.74 4.961 8.98 2 13.11 10.72 4.351 6.55 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 37.75 8.74 4.961 2 36.83 10.72 4.351 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 37.75 Tc(MIN.) = 8.74 TOTAL AREA(ACRES) = 15.5 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 1.00 = 1125.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = l5.5 TC(MIN|) = 8.74 PEAK FLOW RATE(CFS) END OF RATIONAL METHOD ANALYSIS Proposed Condition Analysis *****************************************************************,^,^,^.,^..^,^,^,^ * * * RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 2.0 Release Date: 06/01/2005 License ID 1553 Analysis prepared by: Lundstrom + associates 1764 San Diego Avenue, Suite 200 San Diego, CA 92110 ************************** DESCRIPTION OF STUDY ************************** * BUENA VISTA 11 * * PROPOSED 2 YEAR STORM * * * *****************************************************************,^,j^,^.,^..^,^,^^ * FILE NAME: C:\225PR100.DAT TIME/DATE OF STUDY: 16:44 12/11/2013 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.300 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT- OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.01 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ************************************************************************* * * * FLOW PROCESS FROM NODE 13.00 TO NODE 12.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 90.00 UPSTREAM ELEVATION(FEET) = 198.00 DOWNSTREAM ELEVATION(FEET) = 196.00 ELEVATION DIFFERENCE(FEET) = 2.00 SUBAREA OVERLAND TIME OF FLOW{MIN.) = 4.761 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 78.33 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.425 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.41 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.41 ************************************************************************.^ * * * FLOW PROCESS FROM NODE 12.00 TO NODE 11.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 196.00 DOWNSTREAM ELEVATION(FEET) = 164.00 STREET LENGTH(FEET) = 510.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.76 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 3.41 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.64 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.04 STREET FLOW TRAVEL TIME(MIN.) = 1.83 Tc(MIN.) = 6.59 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.8 66 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 2.32 SUBAREA RUNOFF(CFS) = 4.72 TOTAL AREA(ACRES) = 2.5 PEAK FLOW RATE(CFS) = 5.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 6.22 FLOW VELOCITY(FEET/SEC.) = 4.70 DEPTH*VELOCITY(FT*FT/SEC.) = 1.29 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 11.00 = 600.00 FEET. ********************************************************************,^,^.^.^,^ * * * FLOW PROCESS FROM NODE 11.00 TO NODE 1.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 164.00 DOWNSTREAM ELEVATION(FEET) = 157.00 STREET LENGTH(FEET) = 525.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL{DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.45 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.15 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.35 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.57 STREET FLOW TRAVEL TIME(MIN.) = 2.61 Tc(MIN.) = 9.20 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.311 RESIDENTAIL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 AREA-AVERAGE RUNOFF COEFFICIENT = 0.608 SUBAREA AREA(ACRES) = 6.59 SUBAREA RUNOFF(CFS) = 8.68 TOTAL AREA(ACRES) = 9.1 PEAK FLOW RATE(CFS) = 12.77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.51 HALFSTREET FLOOD WIDTH(FEET) = 19.34 FLOW VELOCITY(FEET/SEC.) = 3.61 DEPTH*VELOCITY(FT*FT/SEC.) = 1.84 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 1.00 = 1125.00 FEET. ***********************************************************,^,^.,^.^J^,J^.,J^^^J^.^,J^.,^JJ * * * FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ***************************************************************,^,^.j^,H.,^jjj^,^.,j.,^ * * * FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 13 »»>CLEAR THE MAIN-STREAM MEMORY««< *******************************************************^^^.j,.j^^^^^^^^^^,j.^^^ * * * FLOW PROCESS FROM NODE 10.00 TO NODE 9.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4 600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 185.00 DOWNSTREAM ELEVATION(FEET) = 182.00 ELEVATION DIFFERENCE(FEET) = 3.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.219 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.332 SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.15 ****************************************************************^^,^j^^^,^,^,^ * * * FLOW PROCESS FROM NODE 9.00 TO NODE 8.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 182.00 DOWNSTREAM(FEET) = 178.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 350.00 CHANNEL SLOPE = 0.0114 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.016 MAXIMUM DEPTH(FEET) = 1.50 2 YEAR RAINFALL INTENSITY{INCH/HOUR) = 2.608 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.35 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.42 AVERAGE FLOW DEPTH(FEET) = 0.27 TRAVEL TIME(MIN.) = 2.41 Tc(MIN.) = 7.63 SUBAREA AREA(ACRES) = 0.33 SUBAREA RUNOFF(CFS) = 0.40 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4 60 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 0.52 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.31 FLOW VELOCITY{FEET/SEC.) = 2.68 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 8.00= 410.00 FEET. ************************************************************.^,J^,^..^,^,^,^,J^,J^.^,^,J^.,J^ * * * FLOW PROCESS FROM NODE 8.00 TO NODE 7.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 178.00 DOWNSTREAM(FEET) = 153.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 330.00 CHANNEL SLOPE = 0.075E CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.016 MAXIMUM DEPTH(FEET) = 1.50 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.467 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.56 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.01 AVERAGE FLOW DEPTH(FEET) = 0.40 TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 8.32 SUBAREA AREA(ACRES) = 3.60 SUBAREA RUNOFF(CFS) = 4.09 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 4.57 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.49 FLOW VELOCITY(FEET/SEC.) = 9.41 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 7.00= 740.00 FEET. *********************************************************^^^^^^j^^^^^^,^^^^ * * * FLOW PROCESS FROM NODE 7.00 TO NODE 2.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 153.00 DOWNSTREAM(FEET) = 152.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 2.59 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.57 PIPE TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = 8.96 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 2.00 = 840.00 FEET. ************************************************************************* * * * FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.351 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .6300 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 89 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4732 SUBAREA AREA(ACRES) = 0.34 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 4.4 TOTAL RUNOFF(CFS) = 4.86 TC(MIN.) = 8.96 ************************************************************************* * * * FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.96 RAINFALL INTENSITY(INCH/HR) = 2.35 TOTAL STREAM AREA(ACRES) = 4.37 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.86 ************************************************************************* * * * FLOW PROCESS FROM NODE 6.00 TO NODE 5.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTAIL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 167.00 DOWNSTREAM ELEVATION(FEET) = 166.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.691 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 65.00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.5 94 SUBAREA RUNOFF(CFS) = 0.34 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.34 ************************************************************************* * * * FLOW PROCESS FROM NODE 5.00 TO NODE 4.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 163.00 DOWNSTREAM(FEET) = 160.00 FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0.010 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 0.52 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.34 PIPE TRAVEL TIME(MIN.) = 9.26 Tc(MIN.) = 16.95 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 4.00= 390.00 FEET. ************************************************************************* * * * FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.558 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6908 SUBAREA AREA(ACRES) = 1.45 SUBAREA RUNOFF(CFS) = 1.60 TOTAL AREA(ACRES) = 1.7 TOTAL RUNOFF(CFS) = 1.81 TC(MIN.) = 16.95 ************************************************************************* * * * FLOW PROCESS FROM NODE 4.00 TO NODE 3.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 155.40 DOWNSTREAM(FEET) = 153.80 FLOW LENGTH(FEET) = 135.00 MANNING'S N = 0.011 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 1.02 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.81 PIPE TRAVEL TIME(MIN.) = 2.20 Tc(MIN.) = 19.15 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 3.00 = 525.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.440 RESIDENTAIL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6744 SUBAREA AREA(ACRES) = 0.37 SUBAREA RUNOFF(CFS) = 0.32 TOTAL AREA(ACRES) = 2.1 TOTAL RUNOFF(CFS) = 1.99 TC(MIN.) = 19.15 ************************************************************************* * * * FLOW PROCESS FROM NODE 3.00 TO NODE 2.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 153.80 DOWNSTREAM(FEET) = 152.50 FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.011 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 1.13 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.99 PIPE TRAVEL TIME(MIN.) = 2.37 Tc(MIN.) = 21.52 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 2.00 = 685.00 FEET. ************************************************************************* * * * FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 21.52 RAINFALL INTENSITY(INCH/HR) = 1.34 TOTAL STREAM AREA(ACRES) = 2.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.99 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.86 8.96 2.351 4.37 2 1.99 21.52 1.336 2.05 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.69 8.96 2.351 2 4.75 21.52 1.336 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.69 Tc(MIN.) = 8.96 TOTAL AREA(ACRES) = 6.4 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 2.00= 840.00 FEET. ************************************************************************* * * * FLOW PROCESS FROM NODE 2.00 TO NODE 1.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 152.50 DOWNSTREAM(FEET) = 151.70 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.011 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 1.81 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.69 PIPE TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 9.79 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 1.00 = 930.00 FEET. ************************************************************************* * * * FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.69 9.79 2.221 6.42 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 1.00 = 930.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 12.77 9.20 2.311 9.08 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 1.00 = 1125.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 18.12 9.20 2.311 2 17.96 9.79 2.221 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.12 Tc(MIN.) = 9.20 TOTAL AREA(ACRES) = 15.5 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 15.5 TC(MIN.) = 9.20 PEAK FLOW RATE(CFS) = 18.12 END OF RATIONAL METHOD ANALYSIS ************************************************************************* * * * RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 2.0 Release Date: 06/01/2005 License ID 1553 Analysis prepared by: Lundstrom + associates 1764 San Diego Avenue, Suite 200 San Diego, CA 92110 ************************** DESCRIPTION OF STUDY ************************** * BUENA VISTA 11 * * PROPOSED 10 YEAR STORM * * * ************************************************************************* * FILE NAME: C:\225PR100.DAT TIME/DATE OF STUDY: 16:42 12/11/2013 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0. 01 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ************************************************************************* *** FLOW PROCESS FROM NODE 13.00 TO NODE 12.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 90.00 UPSTREAM ELEVATION(FEET) = 198.00 DOWNSTREAM ELEVATION(FEET) = 196.00 ELEVATION DIFFERENCE(FEET) = 2.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.761 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 78.33 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.611 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.56 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.5 6 ************************************************************************* * * * FLOW PROCESS FROM NODE 12.00 TO NODE 11.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 196.00 DOWNSTREAM ELEVATION(FEET) = 164.00 STREET LENGTH(FEET) = 510.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.73 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 4.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.5 6 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.14 STREET FLOW TRAVEL TIME(MIN.) = 1.8 6 Tc(MIN.) = 6.62 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.845 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 2.32 SUBAREA RUNOFF(CFS) = 6.33 TOTAL AREA(ACRES) = 2.5 PEAK FLOW RATE(CFS) = 6.80 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.47 FLOW VELOCITY(FEET/SEC.) = 4.91 DEPTH*VELOCITY(FT*FT/SEC.) = 1.45 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 11.00 = 600.00 FEET. ************************************************************************* * * * FLOW PROCESS FROM NODE 11.00 TO NODE 1.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 164.00 DOWNSTREAM ELEVATION(FEET) 157.00 STREET LENGTH(FEET) = 525.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.76 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 19.34 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.61 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.83 STREET FLOW TRAVEL TIME(MIN.) = 2.42 Tc(MIN.) = 9.05 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.145 RESIDENTAIL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 AREA-AVERAGE RUNOFF COEFFICIENT = 0.608 SUBAREA AREA(ACRES) = 6.5 9 SUBAREA RUNOFF(CFS) = 11.81 TOTAL AREA(ACRES) = 9.1 PEAK FLOW RATE(CFS) = 17.37 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.55 HALFSTREET FLOOD WIDTH(FEET) = 21.84 FLOW VELOCITY(FEET/SEC.) = 3.90 DEPTH*VELOCITY(FT*FT/SEC.) = 2.16 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 1.00 = 1125.00 FEET. ************************************************************************* * * * FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ************************************************************************* * * * FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 13 »»>CLEAR THE MAIN-STREAM MEMORY««< ************************************************************************* * * * FLOW PROCESS FROM NODE 10.00 TO NODE 9.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 185.00 DOWNSTREAM ELEVATION(FEET) = 182.00 ELEVATION DIFFERENCE(FEET) = 3.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.219 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.485 SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.21 ************************************************************************* FLOW PROCESS FROM NODE 9.00 TO NODE ,00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< UPSTREAM(FEET) = 182.00 DOWNSTREAM(FEET) ELEVATION DATA 178.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 350.00 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = MANNING'S FACTOR = 0.016 MAXIMUM DEPTH(FEET) = 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.566 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = ( TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = CHANNEL SLOPE 2.000 1.50 ,4600 = 0.0114 AVERAGE FLOW DEPTH(FEET) = Tc(MIN.) = 7.45 SUBAREA AREA(ACRES) = 0.33 AREA-AVERAGE RUNOFF COEFFICIENT TOTAL AREA(ACRES) = 0.4 0.71 0.30 TRAVEL TIME(MIN.) = ,48 2 2 62 23 SUBAREA RUNOFF(CFS) = 0. 460 PEAK FLOW RATE(CFS) = 0.54 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.35 FLOW VELOCITY(FEET/SEC.) = LONGEST FLOWPATH FROM NODE 10.00 TO NODE FEET. 2.91 8.00 = 410.00 ************************************************************************* * * * FLOW PROCESS FROM NODE 8.00 TO NODE 7.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 178.00 DOWNSTREAM(FEET) = 153.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 330.00 CHANNEL SLOPE = 0.075? CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.016 MAXIMUM DEPTH(FEET) = 1.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.385 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4 600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.51 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.77 AVERAGE FLOW DEPTH(FEET) = 0.45 TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 8.07 SUBAREA AREA(ACRES) = 3.60 SUBAREA RUNOFF(CFS) = 5.61 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4 60 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 6.28 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.55 FLOW VELOCITY(FEET/SEC.) = 10.22 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 7.00= 740.00 FEET. ************************************************************************* * * * FLOW PROCESS FROM NODE 7.00 TO NODE 2.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 153.00 DOWNSTREAM(FEET) = 152.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 3.55 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.28 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 8.54 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 2.00 = 840.00 FEET. ************************************************************************* * * * FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.2 64 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .6300 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 89 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4732 SUBAREA AREA(ACRES) = 0.34 SUBAREA RUNOFF(CFS) = 0.70 TOTAL AREA(ACRES) = 4.4 TOTAL RUNOFF(CFS) = 6.75 TC(MIN.) = 8.54 ************************************************************************* * * * FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.54 RAINFALL INTENSITY(INCH/HR) = 3.2 6 TOTAL STREAM AREA(ACRES) = 4.37 PEAK FLOW EIATE(CFS) AT CONFLUENCE = 6.75 ************************************************************************* * * * FLOW PROCESS FROM NODE 6.00 TO NODE 5.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTAIL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 167.00 DOWNSTREAM ELEVATION(FEET) = 166.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.691 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 65.00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.4 93 SUBAREA RUNOFF(CFS) = 0.4 6 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.4 6 ************************************************************************* * * * FLOW PROCESS FROM NODE 5.00 TO NODE 4.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 163.00 DOWNSTREAM(FEET) = 160.00 FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0.010 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 0.52 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.46 PIPE TRAVEL TIME(MIN.) = 9.26 Tc(MIN.) = 16.95 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 4.00 = 390.00 FEET. ************************************************************************* * * * FLOW PROCESS FROM NODE 4.00 TG NODE 4.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.098 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6908 SUBAREA AREA(ACRES) = 1.45 SUBAREA RUNOFF(CFS) = 2.16 TOTAL AREA{ACRES) = 1.7 TOTAL RUNOFF(CFS) = 2.43 TC(MIN.) = 16.95 ************************************************************************* *** FLOW PROCESS FROM NODE 4.00 TO NODE 3.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 155.40 DOWNSTREAM(FEET) = 153.80 FLOW LENGTH(FEET) = 135.00 MANNING'S N = 0.011 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 1.38 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.43 PIPE TRAVEL TIME(MIN.) = 1.63 Tc(MIN.) = 18.59 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 3.00 = 525.00 FEET. ************************************************************************* * * * FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.977 RESIDENTAIL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6744 SUBAREA AREA(ACRES) = 0.37 SUBAREA RUNOFF(CFS) = 0.4 4 TOTAL AREA(ACRES) = 2.1 TOTAL RUNOFF(CFS) = 2.73 TC(MIN.) = 18.59 ************************************************************************* * * * FLOW PROCESS FROM NODE 3.00 TO NODE 2.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 153.80 DOWNSTREAM(FEET) = 152.50 FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.011 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 1.55 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.73 PIPE TRAVEL TIME(MIN.) = 1.72 Tc(MIN.) = 20.31 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 2.00 = 685.00 FEET. ************************************************************************* * * * FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 20.31 RAINFALL INTENSITY(INCH/HR) = 1.87 TOTAL STREAM AREA(ACRES) = 2.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.73 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.75 8.54 3.264 4.37 2 2.73 20.31 1.867 2.05 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.90 8.54 3.264 2 6.59 20.31 1.867 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.90 Tc(MIN.) = 8.54 TOTAL AREA(ACRES) = 6.4 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 2.00 = 840.00 FEET. ************************************************************************* * * * FLOW PROCESS FROM NODE 2.00 TO NODE 1.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 152.50 DOWNSTREAM(FEET) = 151.70 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.011 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 2.51 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.90 PIPE TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 9.14 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 1.00 = 930.00 FEET. ********************************************************************^ * * * FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.90 9.14 3.125 6.42 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 1.00 = 930.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 17.37 9.05 3.145 9.08 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 1.00 = 1125.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 25.20 9.05 3.145 2 25.16 9.14 3.125 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.20 Tc(MIN.) = 9.05 TOTAL AREA(ACRES) = 15.5 END OF STUDY SUMMARY: TOTAL AREA (ACRES) = ' 15.5 TC(>IIN.) = 9.05 PEAK FLOW EIATE(CFS) = 25.20 END OF RATIONAL METHOD ANALYSIS ************************************************************************* * * * RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 2.0 Release Date: 06/01/2005 License ID 1553 Analysis prepared by: Lundstrom + associates 1764 San Diego Avenue, Suite 200 San Diego, CA 92110 ************************** DESCRIPTION OF STUDY ************************** * BUENA VISTA 11 * * PROPOSED 100 YEAR STORM ************************************************************************* * FILE NAME: C:\225PR100.DAT TIME/DATE OF STUDY: 16:41 12/11/2013 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.01 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ************************************************************************* * * * FLOW PROCESS FROM NODE 13.00 TO NODE 12.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 90.00 UPSTREAM ELEVATION(FEET) = 198.00 DOWNSTREAM ELEVATION(FEET) = 196.00 ELEVATION DIFFERENCE(FEET) = 2.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.761 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 78.33 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.8 6 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.8 6 ************************************************************************* * * * FLOW PROCESS FROM NODE 12.00 TO NODE 11.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 196.00 DOWNSTREAM ELEVATION(FEET) = 164.00 STREET LENGTH(FEET) = 510.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.81 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 6.78 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.81 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.36 STREET FLOW TRAVEL TIME(MIN.) = 1.77 Tc(MIN.) = 6.53 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.98 9 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 2.32 SUBAREA RUNOFF(CFS) = 9.86 TOTAL AREA(ACRES) = 2.5 PEAK FLOW RATE(CFS) = 10.5 9 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 9.41 FLOW VELOCITY(FEET/SEC.) = 5.38 DEPTH*VELOCITY{FT*FT/SEC.) = 1.78 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 11.00 = 600.00 FEET. ************************************************************************* * * * FLOW PROCESS FROM NODE 11.00 TO NODE 1.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 164.00 DOWNSTREAM ELEVATION(FEET) 157.00 STREET LENGTH(FEET) = 525.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.01 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 23.09 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.04 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.32 STREET FLOW TRAVEL TIME(MIN.) = 2.17 Tc(MIN.) = 8.70 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.978 RESIDENTAIL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 AREA-AVERAGE RUNOFF COEFFICIENT = 0.608 SUBAREA AREA(ACRES) = 6.59 SUBAREA RUNOFF(CFS) = 18.70 TOTAL AREA(ACRES) = 9.1 PEAK FLOW RATE(CFS) = 27.50 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 26.21 FLOW VELOCITY(FEET/SEC.) = 4.35 DEPTH*VELOCITY(FT*FT/SEC.) = 2.74 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 1.00 = 1125.00 FEET. ***********************************************************************,^^ * * * FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ****************************************************************^^^,^j,,j^,^,jj.^ * * * FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 13 »»>CLEAR THE MAIN-STREAM MEMORY««< **********************************************************************jj,^,^ *** FLOW PROCESS FROM NODE 10.00 TO NODE 9.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4 600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 185.00 DOWNSTREAM ELEVATION(FEET) = 182.00 ELEVATION DIFFERENCE(FEET) = 3.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.219 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.920 SUBAREA RUNOFF(CFS) = 0.32 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.32 ************************************************************************* * * * FLOW PROCESS FROM NODE 9.00 TO NODE 8.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 182.00 DOWNSTREAM(FEET) = 178.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 350.00 CHANNEL SLOPE = 0.0114 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.016 MAXIMUM DEPTH(FEET) = 1.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.624 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.75 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.95 AVERAGE FLOW DEPTH(FEET) = 0.3 6 TRAVEL TIME(MIN.) = 1.98 Tc(MIN.) = 7.20 SUBAREA AREA(ACRES) = 0.33 SUBAREA RUNOFF(CFS) = 0.85 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.11 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.41 FLOW VELOCITY(FEET/SEC.) = 3.23 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 8.00 = 410.00 FEET. ******************************************************J,^^J^J^J^J^J^^^J^J^J^^J^J^^J^,^. * * * FLOW PROCESS FROM NODE 6.00 TO NODE ?.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 178.00 DOWNSTREAM(FEET) = 153.00 CHANNEL LENQTH THRU SUBAREA(FEET) = 330.00 CHANNEL SLOPE = 0.6758 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.016 MAXIMUM DEPTH(FEET) = 1.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.359 RESIDENTIAL iZ, DU/AC QR LE§§) RUNOFF COEFFICIENT = ,4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.55 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 9.84 AVERAGE FLOW DEPTH(FEET) = 0.53 TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 7.7 6 SUBAREA AREA (ACRES) = 3.60 SUBAREA RUNOFF(CFS) = 8.87 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4 60 TOTAL AREA(ACRES) = 4,0 PEAK FLOW RATE(CFS) = 9.93 • END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.66 FLOW VELOCITY{FEET/SEC.) = 11.37 LONGEST FLOWPATH mm MODE 10.00 TO MODE 7.00 = 740.00 FEET. **********************************************************J^.*J^J^,^.,^J,J^^J,J^J^.J^.^J^ ** * PLOW PROCESS PROM NODE 7.00 TO NODE 2.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 153.00 DOWNSTREAM(FEET) = 152.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 5.62 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW (CF§.) = 9,93 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 8.05 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 2.00 = 84 0.00 FEET. ************************************************************************* * * * FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.231 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .6300 SOIL CLASSIFICATION IS "D" S.C.S. CURVE MUMBER (AMC ii) = 89 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4732 SUBAREA AREA(ACRES) = 0.34 SUBAREA RUNOFF(CFS) = 1.12 TOTAL AREA(ACRES) = 4.4 TOTAL RUNOFF(CFS) = 10.82 TCIMIN.) = 8,05 ************************************************************************* * * * PLOW PROCESS PROM NODE 2.00 TO NODE 2.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM POR CONFLUENCE««< TOTAL NUMBER OP STREAMS = 2 CONFLUENCE VALUES USED POR INDEPENDENT STREAM 1 ARE; TIME OF CONCENTRATION(MIN,) = 8,05 RAINFALL INTENSITY(INCH/HR) = 5.23 TOTAL STREAM AREA(ACRES) = 4.37 PEAK PLOW RATE(CFS) AT CONFLUENCE = 10.82 ************************************************************************* * * * PLOW PROCESS FROM NODE 6.00 TO NODE 5.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTAIL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT a .5700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(PEET) = 100.00 UPSTREAM ELEVATION(PEET) = 167.00 DOWNSTREAM ELEVATION(FEET) = 166.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.691 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 65.00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.388 SUBAREA RUNOFF(CFS) = 0.71 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.71 ************************************************************************* * * * FLOW PROCESS FROM NODE 5.00 TO NODE 4.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 163.00 DOWNSTREAM(PEET) = 160.00 FLOW LENGTH(FEET) = 2 90.00 MANNING'S N = 0.010 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 0.52 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.71 PIPE TRAVEL TIME(MIN.) = 9.26 Tc(MIN.) = 16.95 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 4.00 = 390.00 FEET. ************************************************************************* * * * FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.236 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6908 SUBAREA AREA(ACRES) = 1.45 SUBAREA RUNOFF(CFS) = 3.33 TOTAL AREA(ACRES) = 1.7 TOTAL RUNOFF(CFS) = 3.7 6 TC(MIN.) = 16.95 ************************************************************************* * * * FLOW PROCESS FROM NODE 4.00 TO NODE 3.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(PEET) = 155.40 DOWNSTREAM(FEET) = 153.80 FLOW LENGTH(FEET) = 135.00 MANNING'S N = 0.011 ASSUME FULL-FLOWING PIPELINE PIPE-PLOW VELOCITY(FEET/SEC.) = 2.13 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.76 PIPE TRAVEL TIME(MIN.) = 1.06 Tc(MIN.) = 18.01 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 3.00 = 525.00 FEET. ************************************************************************* * * * FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.112 RESIDENTAIL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT =0.6744 SUBAREA AREA(ACRES) = 0.37 SUBAREA RUNOPP(CFS) = 0.69 TOTAL AREA(ACRES) = 2.1 TOTAL RUNOFF(CFS) = 4.30 TC(MIN.) = 18.01 ************************************************************************* * * * FLOW PROCESS FROM NODE 3.00 TO NODE 2.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 153.80 DOWNSTREAM(FEET) = 152.50 FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.011 ASSUME PULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 2.44 PIPE FLOW VELOCITY = (TOTAL PLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OP PIPES = 1 PIPE-PLOW(CFS) = 4.30 PIPE TRAVEL TIME (MIN.) = 1.10 Tc(MIN.) =19.11 •''"^ LONGEST FLOWPATH FROM NODE 6.00 TO NODE 2." i--- -- FEET. ' ' * Iti^ -k * * . • 00 = |685.00 > I • fr' >• ********************************************************** ** ****** -k-KjIn^* * * *** y , PLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE =, , i:'''--" \ \ Q'f ..J »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED POR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 19.11 RAINFALL INTENSITY(INCH/HR) = 3.00 TOTAL STREAM AREA(ACRES) = 2.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = ' 4.30 ' ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.82 8.05 5.231 4.37 2 4.30 19.11 2.996 2.05 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 12.63 8.05 5.231 2 10.50 19.11 2.996 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.63 Tc(MIN.) = 8.05 TOTAL AREA(ACRES) = 6.4 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 2.00= 840.00 FEET. ************************************************************************* * * * FLOW PROCESS FROM NODE 2.00 TO NODE 1.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 152.50 DOWNSTREAM(FEET) = 151.70 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.011 ASSUME FULL-FLOWING PIPELINE PIPE-PLOW VELOCITY(FEET/SEC.) = 4.02 PIPE FLOW VELOCITY = (TOTAL PLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER (INCH ) = 24,'.00 NUMBER OF PIPES = 1 PIPE-PLOW(CPS) = 12.63 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 8.43 LONGEST FLOWPATH PROM.NODE 10.00 TO NODE 1.00 = 930.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 12.63 8.43 5.080 6.42 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 1.00 = 930.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 27.50 8.70 4.978 9.08 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 1.00 = 1125.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 39.28 8.43 5.080 2 39.88 8.70 4.978 COMPUTED CONFLUENCE ESTIMATES A:^E AS FOLLOWS: PEAK FLOW RATE (CPS) = 39.8'8\ Tc(MIN.) = 8.70 TOTAL AREA(ACRES) = 15.5 j END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 15.5 TC(MIN.) = 8.70 PEAK FLOW RATE(CPS) = 39.88 END OF RATIONAL METHOD ANALYSIS CURB INLET (a) NODE 1 Flow Rate Q= 29.50 cfs Slope at Face of Inlet 1 % Gutter Depression A= 0.33 ft Normal Depth of Gutter Flow y= 0.50 ft Curb Opening Height h= 0.50 ft Gravitational Acceleration g= 32.20 ft''2/s Effective depth of flow at curb face d= 0.83 ft Weir Coefficient Cw= 3 Condition 2 Curb Inlet on Grade: Length of Inlet Opening 4 ft L = Q/(0.7(A+y)'^1.5) Curb inlet on Sag: Weir equation L = Q/(CwV1-5) 14 Orifice equation Use if L+1 > 4 L=Q/{0.67h*(2gd)'^Q.5) 12 inlet opening calculated 12 ft Inlet fype proposed 13 ft Type B *Condition A - Inlet on Continuous Grade 1 Condition B - Sump Inlet on a Sag Vertical Curve 2 X:\projWater Resources\Spreadsheets\CurblnletSizing_SDCounty CURB INLET @ NODE 4 Flow Rate Q= 5.70 cfs Slope at Face of inlet 1 % Gutter Depression A= 0.33 ft Normal Depth of Gutter Flow y= 0.50 ft Curb Opening Height h= 0.50 ft Gravitational Acceleration g= 32.20 fflls Effective depth of flow at curb face d= 0.83 ft Weir Coefficient Cw= 3 Condition 2 Curb Inlet on Grade: Length of Inlet Opening 4 ft L = Q/(0.7(A+y)'^1.5) Curb Inlet on Sag: Weir equation / L = Q/(CwV1.5) j 14 / Orifice equation Use if L+1 > 4 L=Q/(0.67h*(2gd)'^0.5) 2 Inlet opening calculated 2 ft inlet type proposed 5 ft Type B *Condition A - Inlet on Continuous Grade 1 Condition B - Sump Iniet on a Sag Vertical Cun/e 2 X:\proj\WaterResources\Spreadsheets\CurblnletSizing_SDCounty Type F Catch Basin - Inlet Capacity - Double Openings Worksheet for Rectangular Channel Project Description Worksheet Rectangular Chann Row Element Rectangular Chann Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.013 Channel Slope 020000 ft/ft Bottom Width 3.00 ft Discharge 15.60 cfs Results Depth 0.58 ft Flow Area 1.7 ft' Wetted Perimi 4.15 ft Top Width 3.00 ft Critical Depth 0.94 ft Critical Slope 0.004813 ftm Velocity 9.02 ft/s Velocity Head 1.26 ft Specific Enerc 1.84 ft Froude Numb 2.09 Flow Type Supercritical untitled.fm2 09/30/13 10:33:03 AM ) Haestad Methods, Inc. Project Engineen Lundstrom_Associates Lundstrom_Associates FlowMaster v7.0 [7.0005] 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-166S Pano 1 nf i Concrete Ditch Flow Rating Table Rating Table for Circular Channel Project Description Worksheet Flow Element Method Solve For Circular Channel Circular Channel Manning's Formu Discharge Input Data Mannings Coeffic3.015 Depth 0.50 ft Diameter 18.0 in Attribute Minimum Maximum Increment Channel Slope (ft/ft) 0.005000 0.100000 0.005000 Channel Discharge Velocity Flow Wetted Top Slope (cfs) (ft/s) Area Perimeter Wfidth (ft/ft) (ft) (ft) D.005000 1.54 2.99 0.5 1.85 0.00 D.010000 2.18 4.23 0.5 1.85 0.00 3.015000 2.67 5.18 0.5 1.85 0.00 D.020000 3.09 5.99 0.5 1.85 0.00 D.025000 3.45 6.69 0.5 1.85 0.00 3.030000 3.78 7.33 0.5 1.85 0.00 3.035000 4.08 7.92 0.5 1.85 0.00 3.040000 4.36 8.46 0.5 1.85 0.00 3.045000 4.63 8.98 0.5 1.85 0.00 3.050000 4.88 9.46 0.5 1.85 0.00 3.055000 5.12 9.93 0.5 1.85 0.00 3.060000 5.35 10.37 0.5 1.85 0.00 3.065000 5.56 10.79 0.5 1.85 0.00 3.070000 5.77 11.20 0.5 1.85 0.00 3.075000 5.98 11.59 0.5 1.85 0.00 3.080000 6.17 11.97 0.5 1.85 0.00 3.085000 6.36 12.34 0.5 1.85 0.00 3.090000 6.55 12.70 0.5 1.85 0.00 3.095000 6.73 13.04 0.5 1.85 0.00 D.1 OOOOO 6.90 13.38 0.5 1.85 0.00 untitled.fm2 09/30/13 10:38:04 AM ) Haestad Methods, Inc. Lundstroni_Associates 37 Brookside Road Waterbury, CT 06708 USA Project Engineer Lundstrom_Associates FlowMaster v7.0 [7.0005] +1-203-755-1665 Page 1 of 1 HydrafI N Plan View Project File: BV11.stm V Outfall \3 \ \ No. Lines: 7 12-12-2013 Hydraflow Storm Sewers 2005 FL-D<p^ Report Page 1 Line No To Line Type of struc n - value Len (ft) Drainage Area Time of cone (min) Time of flow in sect (min) Inten (1) (in/hr) Total CA Add Q Inlet elev (ft) Elev of HGL Rise HGL Actual Date: 12-12-2013 Line No To Line Type of struc n - value Len (ft) C1 = 0.2 C2= 0.5 C3 = 0.9 Time of cone (min) Time of flow in sect (min) Inten (1) (in/hr) Total CA Add Q Inlet elev (ft) Elev of Crown Span Pipe Full Fiow Frequency: 2 yrs Line No To Line Type of struc n - value Len (ft) C1 = 0.2 C2= 0.5 C3 = 0.9 Time of cone (min) Time of flow in sect (min) Inten (1) (in/hr) Total CA Total flow Inlet elev (ft) Elev of Crown Span Pipe Full Fiow Frequency: 2 yrs Line No To Line Type of struc n - value Len (ft) C1 = 0.2 C2= 0.5 C3 = 0.9 Time of cone (min) Time of flow in sect (min) Inten (1) (in/hr) Total CA Total flow Inlet elev (ft) Elev of Invert Span Pipe Full Fiow Proj: BV11.stm Line No To Line Type of struc n - value Len (ft) Incre- ment (ac) Sub- total (ac) Sum CA Time of cone (min) Time of flow in sect (min) Inten (1) (in/hr) Total CA Q (cfs) Inlet elev (ft) Up (ft) Down (ft) Fail (ft) Size (in) Slope (%) Vel (ft/s) Cap (cfs) Line description 1 End Curb 0.013 26.6 0.00 0.00 0,00 1381.3 0.05 0.0 0.00 37.90 157.70 153.75 153.32 0.43 30 1.60 8.30 37.90 0.00 0.00 0.00 37.90 153.88 153.75 30 0.49 5.84 28.65 0.00 0.00 0.00 151,38 151.25 0,13 Cir 2 1 MH 0.013 86.1 0.00 0.00 0.00 1380.9 0.36 0.0 0.00 12.60 160.80 155,77 155.51 0.27 24 0.31 4.01 12.60 0.00 0.00 0.00 12.60 154.14 153.71 24 0.50 5.09 15.98 0.00 0.00 0.00 152.14 151.71 0.43 Cir 3 2 Genr 0,013 98.9 0.00 0.00 0.00 0.00 0.48 0,0 0.00 10.80 156.00 156,32 156.09 0.23 24 0.23 3.44 10.80 0.00 0.00 0.00 10.80 155,46 154.47 24 1.00 7,20 22.63 0.00 0.00 0.00 153.46 152.47 0.99 Cir 4 2 MH 0.013 159.1 0.00 0.00 0.00 1378.9 2.04 0.0 0.00 2.30 163.50 156.32 156.25 0.08 18 0.05 1,30 2.30 0.00 0.00 0.00 2.30 154.98 153.97 18 0.63 4.73 8.37 0.00 0.00 0.00 153.48 152.47 1.01 Cir 5 4 MH 0.013 45.3 0.00 0.00 0.00 0.53 1.59 0.0 0.00 3.80 162.50 156.36 156.36 0.00 48 0.00 0.48 3.80 0.00 0.00 0.00 3.80 158.04 157.81 48 0.51 8.15 102.4 0.00 0.00 0.00 154.04 153.81 0.23 Cir 6 5 Curb 0.013 81.9 0.00 0.00 0.00 0.00 0.53 0.0 0.00 3.80 161.60 156.44 156.37 0.07 18 0.09 2.58 3.80 0.00 0.00 0.00 3.80 156.90 156.49 18 0.50 4.20 7.43 0.00 0.00 0.00 155.40 154.99 0.41 Cir 7 4 MH 0.013 114.8 0.00 0.00 0.00 0.00 1378.6 60.0 0.00 0.01 164.50 156.37 156.37 0.00 48 0.00 0.00 0.01 0.00 0.00 0.00 0.01 158.38 157.81 48 0.50 8.06 101.2 0.00 0.00 0.00 154.38 153.81 0.57 Clr NOTES: Intensity = 69.87 / (inlet time + 13.10) " 0.87 (in/hr) Project File: BV11 .stm Hydraflow Storm Sewers 2005 story $ewer Profile ProLf*«f: BVII.stm Elev. (ft) 168.00 164.00 160.00 156.00 152.00 148.00 11.60- Ln: 3 25 50 75 100 125 Reach (ft) 150 175 200 225 Hydraflow Storm Sewers 2005 Storrf $ewer Profile Elev. (ft) 174.00 169.00 164.00 159.00 154.00 149.00 Sta 0+00.00 Rim El Inv. El. 1 Inv. El. 1 ieo 52 52 .80 ,14 Out !.47 In Proi^^)^: BV11 stm 1b9.11Lf-1b"(g0.63% Sta 1+59.11 -Ln:4 Rim El. Inv. El. h63.50 53.48 Out 0 25 50 75 100 Reach (ft) 125 150 175 Hydraflow Storm Sewers 2005 Storrf Sewer Profile Elev. (ft) 175.00 170.00 165.00 160.00 155.00 150.00 Sta C+00.00 Rim Inv. Inv. El. 163.5(1 . 153.48 . 153.81 IEI 45.27Lf Out In 48" @ 0.5 % Sta 0+45.27 Rim Inv Inv El. 162. El. 154 El. 154. 50 04 <)9 Ln: 5 Out In 81.iM-f-18" @ 3.50% Proj^i: BVH .stm Sta 1+27.17-Ln: 6 Rim Inv. El. 161.60 El. 155.40 Out 0 10 20 30 40 50 60 70 80 90 100 110 120 130 Reach (ft) Hydraflow Storm Sewers 2005 Storrf-Sewer Profile Elev. (ft) 175.00 170.00 165.00 160.00 155.00 150.00 Sta 0+00.00 Rim Inv. Inv. El. 163. El. 153. El. 153. 50 ^8 811 Out In "TTzr /«Lt - 48" U.bU7o Proj|^'=^^: BVH.stm "Sti Rind Inv 1+14.78-Ln: 7 El. 164.50 El. 154.38 Out 0 10 20 30 40 50 60 70 80 90 100 110 120 Reach (ft) Hydraflow Stomn Sewers 2005 Detention Routing RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 12/12/2013 HYDROGRAPH FILE NAME Textl TIME OF CONCENTRATION 9 MIN. 6 HOUR RAINFALL 2.7 INCHES "•' \REA 1.7 ACRES COEFFICIENT 0.57 PtAN .jlSCHARGE 3.8 CFS TIME (MIN = 0 TIME (MIN = 9 TIME (MIN = 18 TIME (MIN = 27 TIME (MIN = 36 TIME (MIN) = 45 TIME (MIN) = 54 TIME (MIN) = 63 TIME (MIN) = 72 TIME (MIN) = 81 TIME (MIN) = 90 TIME (MIN) = 99 TIME (MIN) = 108 TIME (MIN) = 117 TIME (MIN) = 126 TIME (MIN) = 135 TIME (MIN) = 144 TIME (MIN) = 153 TIME (MIN) = 162 TIME (MIN) = 171 TIME (MIN) = 180 TIME (MIN) = 189 TIME (MIN) = 198 TIME (MIN) = 207 TIME (MIN) = 216 TIME (MIN) = 225 TIME (MIN) = 234 TIME (MIN) 243 TIME (MIN) = 252 TIME (MIN) = 261 TIME (MIN) = 270 T'' "IN) = 279 1 N) = 288 Tim HiN) = 297 TIME (MIN) = 306 TIME (MIN) = 315 TIME (MIN) = 324 TIME (MIN) = 333 TIME (MIN) = 342 TIME (MIN) = 351 TIME (MIN) = 360 TIME (MIN) = 389 DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE (CFS) = 0 (CFS) = 0 (CFS)= 0.2 (CFS) = 0.2 (CFS)= 0,2 (CFS)= 0.2 (CFS)= 0.2 (CFS)= 0.2 (CFS)= 0.2 (CFS) = 0.2 (CFS) = 0.2 (CFS)= 0.2 (CFS)= 0.2 (CFS)= 0.2 (CFS)= 0.2 (CFS)= 0.2 (CFS) = 0.3 (CFS)= 0.3 (CFS)= 0.3 (CFS)= 0.3 (CFS)= 0.3 (CFS)= 0.4 (CFS)= 0.4 (CFS)= 0.5 (CFS)= 0.6 (CFS)= 0.6 (CFS)= 0.9 (CFS)= 2.2 (CFS)= 3.8 (CFS)= 0.7 (CFS)= 0.5 (CFS)= 0.4 (CFS)= 0.3 (CFS)= 0.3 (CFS)= 0.3 (CFS)= 0.2 (CFS)= 0.2 (CFS) = 0.2 (CFS)= 0.2 (CFS)= 0.2 (CFS)= 0.2 (CFS)= 0 Type.. Name. ., File.., Storm. , Pond Routing Summary Page 9 35 POND BMP 2 ODT Tag: 100 Event: 100 yr X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw 100 Tag: 100 HYG Dir Inflow HYG file Outflow HYG file Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS LEVEL POOL ROUTING SUMMARY X:\proj\L225-01\Water Resources\Hydrology\ NONE STORED - POND BMP 2 IN 100 NONE STORED - POND BMP 2 OUT 100 POND BMP 2 POND BMP 2 Outlet BMP 2 Starting WS Elev .00 ft Starting Volume = 0 cu.ft Starting Outflow .00 cfs Starting Infiltr. .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.00 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow 3.80 cfs at 252.00 min Peak Outflow 1. 91 cfs at 257.00 min Peak Elevation = 4.21 ft Peak Storage = 1943 cu. ft 2, iZS MASS BALANCE (cu.ft) 2, iZS + Initial Vol = 0 + HYG Vol IN 9396 - Infiltration = 0 - HYG Vol OUT = 9389 - Retained Vol = 7 Unrouted Vol = 0 cu. ft (. 000% of Inflow Volume) S/N: BBYXYWH59LAB PondPack (10.00.016.00) 12:06 PM Lundstrom & Associates 12/12/2013 Table of Contents Table of Contents ************************ TIME VS.VOL *********************** POND BMP 2 OUT 100 Time vs. Volume 1.01 ******************** OUTLET STRUCTURES ********************* Outlet BMP 2 Outlet Input Data 2.01 *********************** POND ROUTING *********************** POND BMP 2 Pond E-V-Q Table 3.01 POND BMP 2 IN 100 Node: Pond Inflow Summary 3.32 S/N: BBYXYWH59LAB PondPack (10.00.016.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type.... Time vs. Volume Page 1.01 Name.... POND BMP 2 OUT Tag: 100 Event: 100 yr File.... X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw Storm... 100 Tag: 100 TIME vs. VOLUME (cu.ft) Time 1 min 1 Time on left Output Time increment = represents time for first 1.00 min value in each row. 9.00 1 0 1 3 6 10 14.00 1 16 22 28 34 41 19.00 1 46 50 53 55 57 24.00 1 58 59 60 60 60 29.00 1 60 61 61 61 61 34.00 1 61 61 61 61 61 39.00 1 61 61 61 61 61 44.00 1 61 61 61 61 61 49.00 1 61 61 61 61 61 54.00 1 61 61 61 61 61 59.00 1 61 61 61 61 61 64.00 1 61 61 61 61 61 69.00 1 61 61 61 61 61 74.00 1 61 61 61 61 61 79.00 1 61 61 61 61 61 84.00 1 61 61 61 61 61 89.00 1 61 61 61 61 61 94.00 1 61 61 61 61 61 99.00 1 61 61 61 61 61 104.00 1 61 61 61 61 61 109.00 1 61 61 61 61 61 114.00 1 61 61 61 61 61 119.00 1 61 61 61 61 61 124.00 1 61 61 61 61 61 129.00 1 61 61 61 61 61 134.00 1 . 61 61 61 52 63 139.00 1 64 66 68 69 71 144.00 1 73 74 75 76 76 149.00 1 77 77 77 77 77 154.00 1 77 77 77 77 77 159.00 1 77 77 77 77 77 164.00 1 77 77 77 77 77 169.00 1 77 77 77 77 77 174.00 1 77 77 77 77 77 179.00 1 77 77 78 78 79 184.00 1 80 81 83 84 86 189.00 1 88 90 92 93 94 194.00 1 95 96 96 97 97 199.00 1 98 99 100 102 104 204.00 1 ' 106 109 112 114 117 209.00 1 121 124 127 130 134 214.00 1 138 141 145 149 152 219.00 1 154 156 158 160 161 S/N: BBYXYWH59LAB PondPack (10.00.016.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type... Name... File. . . Storm. . Time vs. Volume Page 1.02 POND BMP 2 OUT Tag: 100 Event: 100 yr X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw 100 Tag: 100 TIME vs. VOLUME (cu.ft) Time 1 Output Time increment = 1.00 min min 1 Time on left represents time for first value in each row. 224.00 1 163 164 166 170 175 229.00 1 183 191 201 213 225 234.00 1 239 258 283 315 355 239.00 1 402 454 513 577 647 244.00 1 724 809 901 999 1105 249.00 1 1218 1337 1463 1594 1714 254.00 1 1809 1878 1922 1943 1943 259.00 1 1922 1883 1827 1754 1703 264.00 1 1644 1586 1529 1473 1418 269.00 1 1364 1311 1258 1207 1156 274.00 1 1107 1059 1012 965 921 279.00 1 876 833 791 749 709 284.00 1 659 531 593 556 520 289.00 1 486 452. 421 390 362 294.00 1 334 308 283 260 238 299.00 1 217 198 179 152 146 304.00 1 133 122 112 104 97 309.00 1 90 84 79 75 72 314.00 1 70 67 56 64 63 319.00 1 63 62 62 62 61 324.00 1 61 61 61 61 61 329.00 1 61 51 61 61 61 334.00 1 61 61 61 61 61 339.00 1 61 61 51 51 51 344.00 1 61 61 51 61 51 349.00 1 51 61 61 61 61 354.00 1 61 51 61 61 61 359.00 1 61 51 60 59 57 364.00 1 54 51 47 43 39 369.00 1 35 31 28 25 23 374.00 1 21 20 18 17 15 379.00 1 15 15 14 13 12 384.00 1 12 11 11 11 10 389.00 1 10 10 9 9 9 394.00 1 9 8 8 8 8 399.00 1 7 7 7 7 S/N: BBYXYWH59LAB PondPack (10.00.015.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type.... Outlet Input Data Page 2.01 Name Outlet BMP 2 File.... X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw REQUESTED POND WS ELEVATIONS: Min. Elev.= .00 ft Increment = .01 ft Max. Elev.= 6.00 ft ***********+*********+********************+^** OUTLET CONNECTIVITY ********************************************** > Forward Flow Only (UpStream to DnStream) < Reverse Flow Only (DnStream to UpStream) < > Forward and Reverse Both Allowed Structure No. Outfall El, ft E2, ft Orifice-Circular OO > TW .000 5.000 Weir-Rectangular WO > TW 4.500 6.000 TW SETUP, DS Channel S/N: BBYXYWH59LAB Lundstrom & Associates PondPack (10.00.016.00) 10:09 AM 12/12/2013 Type.... Outlet Input Data Name Outlet BMP 2 Page 2.02 OUTLET STRUCTURE INPUT DATA Structure ID = OO Structure Type = Orifice-Circular # of Openings = 4 Invert Elev. = .00 ft Diameter = .2500 ft Orifice Coeff. . 600 Structure ID WO Structure Type = Weir-Rectangular # of Openings = 1 Crest Elev. = 4.50 ft Weir Length = 4.00 ft Weir Coeff. = 3.600000 Weir TW effects (Use adjustment equat: Structure ID TW Structure Type = TW SETUP, DS Channel FREE OUTFALL CONDITIONS SPECIFIED ft ft CONVERGENCE TOLERANCES... Maximum Iterations= 40 Min. TW tolerance = .01 Max. TW tolerance = .01 Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft Min. Q tolerance = .00 cfs Max. Q tolerance = .00 cfs S/N: BBYXYWH59LAB PondPack (10.00.016.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type. Name. File. Pond E-V-Q Table Page 3.01 POND BMP 2 X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw LEVEL POOL ROUTING DATA HYG Dir = X:\proj\L225-01\Water Resources\Hydrology\ Inflow HYG file = NONE STORED - POND BMP 2 IN 100 Outflow HYG file = NONE STORED - POND BMP 2 OUT 100 Pond Node Data Pond Volume Data Pond Outlet Data POND BMP 2 POND BMP 2 Outlet BMP 2 No Infiltration INITIAL CONDITIONS Starting WS Elev .00 ft Starting Volume = 0 cu.ft Starting Outflow .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.00 min /•ation Outflow Storage Infilt. Q Total 2S/t + ft cfs cu. ft cfs cfs cfs .00 .00 0 .00 .00 .00 .01 .00 3 .00 .00 .11 . 02 .00 6 .00 .00 .22 .03 .00 10 .00 .00 .33 .04 .01 13 .00 .01 .44 .05 .02 16 .00 .02 .55 .05 .02 19 .00 .02 . 57 .07 .03 23 .00 .03 .79 .08 .04 25 .00 .04 . 91 .09 .05 29 .00 .05 1.02 .10 .05 32 .00 .06 1.14 .11 .08 35 .00 .08 1.26 .12 .09 39 .00 .09 1.38 .13 .10 42 .00 .10 1.51 .14 .12 45 .00 .12 1. 63 .15 .13 49 .00 .13 1.75 .15 .15 52 .00 .15 1.88 .17 .17 55 .00 .17 2.00 .18 .19 58 .00 .19 2.13 .19 .20 62 .00 .20 2.26 S/N: BBYXYWH59LAB PondPack (10.00.016.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type.... Pond E-V-Q Table Page 3.02 Name POND BMP 2 File.... X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw LEVEL POOL ROUTING DATA HYG Dir Inflow HYG file Outflow HYG file X:\proj\L225-01\Water Resources\Hydrology\ NONE STORED - POND BMP 2 IN 100 NONE STORED - POND BMP 2 OUT 100 Pond Node Data Pond Volume Data Pond Outlet Data POND BMP 2 POND BMP 2 Outlet BMP 2 No Infiltration INITIAL CONDITIONS Starting WS Elev .00 ft Starting Volume = 0 cu.ft Starting Outflow .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.00 min /•ation Outflow Storage Infilt. Q Total 2S/t + ft cfs cu. ft cfs cfs cfs .20 .22 65 .00 .22 2, .38 .21 .24 68 .00 .24 2, .51 .22 .25 71 .00 .25 2. . 54 .23 .28 75 .00 .28 2, ,77 .24 .30 78 . 00 .30 2, ,89 .25 .33 81 .00 .33 3, ,03 .25 .35 84 .00 .35 3, ,16 .27 .36 87 .00 .36 3, ,28 .28 .37 91 .00 .37 3. , 40 .29 .38 94 .00 .38 3. ,52 .30 .40 97 . 00 .40 3. , 64 .31 . 41 100 .00 .41 3, ,75 .32 . 42 104 .00 .42 3, , 87 .33 .43 107 .00 .43 3. , 99 .34 .44 110 . 00 . 44 4, ,11 .35 .45 113 . 00 . 45 4. ,23 .36 .46 117 . 00 .45 4 , ,35 .37 .47 120 .00 .47 4, ,46 .38 . 48 123 .00 .48 4. .58 .39 .49 125 .00 .49 4. .70 S/N: BBYXYWH59LAB PondPack (10.00.015.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type.. Name.. File. . Pond E-V-Q Table Page 3.03 POND BMP 2 X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw HYG Dir Inflow HYG file Outflow HYG file Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration LEVEL POOL ROUTING DATA X:\proj\L225-01\Water Resources\Hydrology\ NONE STORED - POND BMP 2 IN 100 NONE STORED - POND BMP 2 OUT 100 POND BMP 2 POND BMP 2 Outlet BMP 2 INITIAL CONDITIONS Starting WS Elev Starting Volume = Starting Outflow = Starting Infiltr. = Starting Total Qout= Time Increment = .00 ft 0 cu.ft .00 cfs .00 cfs .00 cfs 1.00 min ration Outflow Storage Infilt. Q Total 2S/t • ft cfs cu. ft cfs cfs cf; . 40 .50 130 .00 .50 4 .82 .41 .50 133 .00 .50 4, .93 .42 .51 136 .00 .51 5, .05 .43 .52 139 .00 .52 5, .17 . 44 .53 143 .00 .53 5, .28 . 45 .54 145 .00 .54 5. ,40 .46 .55 149 .00 .55 5. .51 . 47 .56 152 .00 .56 5. ,63 .48 .55 155 .00 .55 5. ,75 .49 .57 159 .00 .57 5. ,86 .50 .58 152 .00 .58 5. .98 .51 .59 169 . 00 .59 6. ,22 . 52 .59 175 .00 .59 6. ,46 .53 . 50 183 .00 . 50 6. ,70 .54 .61 190 . 00 .61 6. .94 .55 .62 197 .00 .62 7. 18 .56 . 52 204 .00 . 62 7. 42 .57 . 53 211 .00 .63 7. 66 .58 .64 218 .00 .64 7. 90 .59 .64 225 .00 . 64 8. 14 + 0 S/N: BBYXYWH59LAB PondPack (10.00.016.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type.... Pond E-V-Q Table Page 3.04 Name.... POND BMP 2 File.... X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw LEVEL POOL ROUTING DATA HYG Dir Inflow HYG file Outflow HYG file X:\proj\L225-01\Water Resources\Hydrology\ NONE STORED - POND BMP 2 IN 100 NONE STORED - POND BMP 2 OUT 100 Pond Node Data Pond Volume Data Pond Outlet Data POND BMP 2 POND BMP 2 Outlet BMP 2 No Infiltration INITIAL CONDITIONS Starting WS Elev .00 ft Starting Volume = 0 cu.ft Starting Outflow .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.00 min /ation Outflow Storage Infilt. Q Total 2S/t -1- ft cfs cu. ft cfs cfs cf s . 60 .55 232 .00 .65 8.38 . 61 . 66 239 .00 . 66 8. 52 . 52 . 66 245 .00 .66 8.85 . 63 .67 253 . 00 .67 9.10 . 64 . 68 250 .00 .68 9.34 . 65 . 68 257 .00 . 68 9.57 . 66 .69 274 .00 .59 9.81 . 67 .70 281 .00 .70 10. 05 .68 .70 288 .00 .70 10.29 .69 .71 295 .00 .71 10.53 .70 .72 302 .00 .72 10.77 .71 .72 309 .00 .72 11.01 .72 .73 316 .00 .73 11.25 .73 .74 323 .00 .74 11.49 .74 .74 330 . 00 .74 11.73 .75 .75 337 .00 .75 11.96 .76 .75 343 .00 .75 12.20 .77 .76 350 .00 .76 12.44 .78 .75 357 .00 .76 12.58 .79 .77 364 .00 .77 12.92 S/N: BBYXYWH59LAB PondPack (10.00.016.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type. Name. File. Pond E-V-Q Table Page 3.05 POND BMP 2 X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw HYG Dir Inflow HYG file Outflow HYG file LEVEL POOL ROUTING DATA X:\proj\L225-01\Water Resources\Hydrology\ NONE STORED - POND BMP 2 IN 100 NONE STORED - POND BMP 2 OUT 100 Pond Node Data = POND BMP 2 Pond Volume Data = POND BMP 2 Pond Outlet Data = Outlet BMP 2 No Infiltration INITIAL CONDITIONS Starting WS Elev .00 ft Starting Volume = 0 cu.ft Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.00 min Elevation Outflow Storage Infilt. Q Total 2S/t + ft cfs cu. ft cfs cfs cfs .80 .78 371 .00 .78 13.15 .81 .78 378 .00 .78 13.39 .82 .79 385 .00 .79 13.63 .83 .79 392 .00 .79 13.87 .84 .80 399 .00 .80 14.11 .85 .80 406 . 00 .80 14.35 . 86 .81 413 .00 .81 14.59 .87 . 82 420 .00 .82 14.82 .88 .82 427 .00 .82 15.06 .89 .83 434 .00 .83 15.30 .90 .83 441 .00 .83 15.54 . 91 .84 448 .00 .84 15.78 . 92 .84 455 .00 .84 16.01 .93 .85 462 .00 .85 15.25 . 94 .85 469 .00 . 85 15.49 .95 .86 476 .00 .86 16.73 . 96 .86 483 . 00 .86 16. 97 . 97 . 87 490 .00 .87 17.20 . 98 .87 497 .00 .87 17,44 . 99 .88 504 .00 .88 17.68 S/N: BBYXYWH59LAB PondPack (10.00.016.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type.... Pond E-V-Q Table Page 3.0 5 Name POND BMP 2 File.... X:\proj\L225-01\Water Resources\Hydrolbgy\Buena Vista 11 hydrograph 100 YEAR.ppw LEVEL POOL ROUTING DATA HYG Dir = X:\proj\L225-01\Water Resources\Hydrology\ Inflow HYG file = NONE STORED - POND BMP 2 IN 100 Outflow HYG file = NONE STORED - POND BMP 2 OUT 100 Pond Node Data = POND BMP 2 Pond Volume Data = POND BMP 2 Pond Outlet Data = Outlet BMP 2 No Infiltration INITIAL CONDITIONS Starting WS Elev .00 ft Starting Volume 0 cu. ft Starting Outflow .00 cfs Starting Infiltr. .00 cfs Starting Total Qout= .00 cfs Time Increment 1.00 min ration Outflow Storage Infilt. Q Total 2S/t • ft ( cfs cu. ft cfs cfs cf, 1. 00 .88 511 .00 .88 17. , 92 1.01 .89 518 .00 .89 18. ,15 1.02 .89 524 .00 .89 18. ,37 1.03 .90 531 .00 .90 18. , 60 1.04 . 90 538 .00 . 90 18. ,83 1.05 . 91 544 .00 .91 19, ,06 1.06 . 91 551 .00 . 91 19. ,28 1. 07 . 92 558 .00 .92 19. ,51 1. 08 .92 564 .00 .92 19. ,74 1.09 . 93 571 .00 .93 19. , 97 1.10 .93 578 .00 . 93 20. ,19 1.11 .94 584 .00 . 94 20. ,42 1.12 . 94 591 .00 .94 20, , 55 1.13 . 95 598 .00 . 95 20. ,88 1.14 . 95 505 .00 . 95 21. ,10 1.15 .95 511 .00 .96 21. ,33 1.16 . 96 618 . 00 . 95 21. ,56 1.17 . 97 625 .00 . 97 21. ,78 1.18 . 97 531 .00 . 97 22. ,01 1.19 . 98 638 .00 . 98 22. ,24 S/N: BBYXYWH59LAB PondPack (10.00.016.00) 10:09 AM Lundstrom & Associates 12/12/2013 Page 3.07 Type.... Pond E-V-Q Table Name.... POND BMP 2 File.... X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw LEVEL POOL ROUTING DATA HYG Dir Inflow HYG file Outflow HYG file Pond Node Data Pond Volume Data Pond Outlet Data X:\proj\L225-01\Water Resources\Hydrology\ NONE STORED - POND'BMP 2 IN 100 NONE STORED - POND BMP 2 OUT 100 POND BMP 2 POND BMP 2 Outlet BMP 2 No Infiltration INITIAL CONDITIONS Starting WS Elev = .00 ft Starting Volume = 0 cu.ft Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.00 min Elevation ft Outflow cfs storage cu. ft Infilt. cfs Q Total cfs 2S/t + 0 cfs 1 .20 . 98 645 .00 .98 22 .47 1 .21 .98 651 .00 .98 22 . 69 1 .22 .99 658 .00 .99 22 . 92 1, .23 . 99 665 .00 .99 23 .15 1, .24 1 .00 571 . 00 1 .00 23 .38 1, ,25 1 .00 578 .00 1 .00 23 . 60 1, ,26 1 .01 685 .00 1 .01 23, .83 1. .27 1. .01 691 .00 1. .01 24, .06 1, ,28 1, .02 598 .00 1, .02 24, .28 1. ,29 1, .02 705 .00 1, .02 24, .51 1, ,30 1. .02 711 .00 1. .02 24, ,74 1. ,31 1. , 03 718 . 00 1. ,03 24, , 96 1. ,32 1, ,03 725 .00 1, ,03 25, ,19 1. 33 1. ,04 731 .00 1, ,04 25. ,42 1. 34 1. ,04 738 .00 1, ,04 25. , 65 1. 35 1. ,05 745 .00 1. ,05 25. ,87 1. 36 1. . 05 751 .00 1. ,05 26. .10 1. 37 1. 05 758 .00 1. .05 26. 33 1. 38 1. 06 765 . 00 1. 06 26. 55 1. 39 1. 05 772 .00 1. 06 25. 78 S/N: BBYXYWH59LAB PondPack (10.00.016.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type.... Pond E-V-Q Table Page 3.08 Name POND BMP 2 File.... X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw LEVEL POOL ROUTING DATA HYG Dir Inflow HYG file Outflow HYG file X:\proj\L225-01\Water Resources\Hydrology\ NONE STORED - POND BMP 2 IN 100 NONE STORED - POND BMP 2 OUT 100 Pond Node Data Pond Volume Data Pond Outlet Data POND BMP 2 POND BMP 2 Outlet BMP 2 No Infiltration INITIAL CONDITIONS Starting WS Elev = .00 ft Starting Volxime = 0 cu.ft Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.00 min Elevation Outflow Storage Infilt. Q Total 2S/t + 0 ft cfs cu. ft cfs cfs cfs 1.40 1, ,07 778 .00 1, ,07 27, .01 1.41 1, ,07 785 .00 1, ,07 27, .23 1.42 1, ,08 792 .00 1, ,08 27. .46 1.43 1, ,08 798 .00 1, ,08 27. ,69 1.44 1. ,08 805 .00 1. ,08 27, ,91 1.45 1, ,09 812 .00 1, ,09 28, ,14 1.46 1, ,09 818 .00 1, ,09 28. .37 1.47 1, ,10 825 .00 1. ,10 28, ,59 1.48 1. ,10 832 .00 1, , 10 28, ,82 1.49 1, ,10 838 .00 1. ,10 29. ,05 1.50 1. ,11 845 .00 1, ,11 29. ,27 1.51 1. , 11 851 .00 1. , 11 29. ,49 1.52 1. ,12 857 .00 1. ,12 29. ,70 1.53 1. ,12 8 54-.00 1. , 12 29. . 91 1.54 1. ,12 870 .00 1. ,12 30. .12 1.55 1. ,13 876 .00 1. ,13 30. ,33 1.55 1. ,13 882 .00 1. ,13 30. ,54 1.57 1. ,14 889 .00 1. ,14 30, ,75 1.58 1. ,14 895 .00 1. ,14 30, . 97 1.59 1. 14 901 .00 1. ,14 31, ,18 S/N: BBYXYWH59LAB PondPack (10.00.016.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type.... Pond E-V-Q Table Page 3.09 Name POND BMP 2 File.... X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw HYG Dir Inflow HYG file Outflow HYG file LEVEL POOL ROUTING DATA X:\proj\L225-01\Water Resources\Hydrology\ NONE STORED - POND BMP 2 IN 100 NONE STORED - POND BMP 2 OUT 100 Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS POND BMP 2 POND BMP 2 Outlet BMP 2 Starting WS Elev = .00 ft Starting Volume = 0 cu.ft Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.00 min Elevation' Outflow Storage Infilt. Q Total 2S/t + 0 ft cfs cu. ft cfs cfs cfs 1. 60 1. ,15 907 .00 1, ,15 31. .39 1. 61 1. ,15 913 .00 1. ,15 31, , 60 1.62 1. ,16 920 .00 1. ,16 31, ,81 1.63 1, ,16 925 .00 1. ,16 32, ,02 1.54 1, ,16 932 .00 1, ,16 32, ,23 1. 65 1. ,17 938 .00 1. ,17 32, ,44 1.56 1, .17 945 .00 1. ,17 32. ,65 1.57 1, ,17 951 .00 1, ,17 32. ,87 1. 58 1, ,18 957 .00 1. ,18 33. ,08 1. 69 1. .18 963 .00 1. .18 33. .29 1.70 1. ,19 969 .00 1, ,19 33. .50 1.71 1. .19 976 .00 1. ,19 33. .71 1.72 1. ,19 982 .00 1, ,19 33. ,92 1.73 1. ,20 988 .00 1, ,20 34. .13 1.74 1, ,20 994 .00 1, ,20 34, .34 1.75 1, ,20 1001 .00 1, ,20 34, .55 1.76 1, ,21 1007 .00 1, ,21 34, .77 1.77 1. ,21 1013 .00 1, ,21 34 , . 98 1.78 1, ,22 1019 .00 1. ,22 35, .19 1.79 1. ,22 1025 .00 1, .22 35, .40 S/N: BBYXYWH59LAB PondPack (10.00.016.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type Pond E-V-Q Table Page 3.10 Name POND BMP 2 File.... X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw LEVEL POOL ROUTING DATA HYG Dir Inflow HYG file Outflow HYG file X:\proj\L225-01\Water Resources\Hydrology\ NONE STORED - POND BMP 2 IN 100 NONE STORED - POND BMP 2 OUT 100 Pond Node Data Pond Volume Data Pond Outlet Data POND BMP 2 POND BMP 2 Outlet BMP 2 No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume = Starting Outflow = Starting Infiltr. = Starting Total Qout= Time Increment = 00 ft 0 cu.ft 00 cfs cfs cfs .00 .00 1.00 min Elevation ft Outflow cfs Storage cu. ft Infilt. cfs Q Total cfs 2S/t + 0 cfs 1, ,80 1, .22 1032 .00 1, .22 35, , 61 1. .81 1, .23 1038 . 00 1, .23 35. ,82 1. ,82 1, .23 1044 .00 1. .23 35, ,03 1, ,83 1. ,23 1050 .00 1. .23 36. ,24 1, ,84 1, .24 1055 .00 1. .24 35. .45 1. ,85 1, ,24 1063 .00 1, ,24 35, ,56 1, ,86 1, ,24 1069 .00 1. ,24 35. ,88 1. ,87 1, ,25 1075 .00 1. .25 37, ,09 1. ,88 1. ,25 1081 .00 1, ,25 37, ,30 1. ,89 1, ,26 1088 .00 1, ,26 37, ,51 1. ,90 1, ,26 1094 .00 1. ,25 37. .72 1. , 91 1, ,26 1100 . 00 1, ,25 37, . 93 1. , 92 1, ,27 1106 .00 1. ,27 38, ,14 1. ,93 1, ,27 1112 .00 1, ,27 38. .35 1. , 94 1, ,27 1119 .00 1. ,27 38. ,56 1. , 95 1, ,28 1125 .00 1, ,28 38, ,77 1. , 96 1. ,28 1131 .00 1, .28 38, , 98 1. 97 1. ,28 1137 .00 1, ,28 39. .19 1. 98 1, ,29 1144 .00 1, .29 39, ,41 1. 99 1. ,29 1150 .00 1, ,29 39. ,62 S/N: BBYXYWH59LAB PondPack (10.00.016.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type.... Pond E-V-Q Table Page 3.11 Name POND BMP 2 File.... X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw HYG Dir Inflow HYG file Outflow HYG file LEVEL POOL ROUTING DATA X:\proj\L225-01\Water Resources\Hydrology\ NONE STORED - POND BMP 2 IN 100 NONE STORED - POND BMP 2 OUT 100 Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS POND BMP 2 POND BMP 2 Outlet BMP 2 Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. Starting Total Qout= Time Increment .00 ft 0 cu.ft ,00 cfs cfs cfs .00 .00 1.00 min Elevation Outflow Storage Infilt. Q Total 2S/t + 0 ft cfs cu. ft cfs cfs cfs 2.00 1.29 1156 .00 1. ,29 39. ,83 2.01 1.30 1162 .00 1. ,30 40. ,01 2.02 1.30 1167 .00 1. ,30 40. ,20 2.03 1.30 1173 . 00 1. ,30 40. ,39 2.04 1.31 1178 .00 1. ,31 40. ,57 2.05 1.31 1184 .00 1. ,31 40. ,76 2.06 1.31 1189 .00 1. ,31 40. , 95 2.07 1.32 1195 .00 1. ,32 41. ,13 2.08 1.32 1200 .00 1, ,32 41. ,32 2.09 1.32 1206 .00 1, ,32 41. ,51 2.10 1.33 1211 .00 1, ,33 41. ,69 2.11 1.33 1217 .00 1, ,33 41. ,88 2.12 1.33 1222 .00 1, ,33 42, ,07 2.13 1.34 1228 .00 1, ,34 42. ,25 2.14 1.34 1233 .00 1, ,34 42, ,44 2.15 1.34 1239 .00 1, ,34 42, ,63 2.16 1.35 1244 .00 1. ,35 42, ,81 2.17 1.35 1250 .00 1. ,35 43. ,00 2.18 1.35 1255 .00 1. ,35 43, ,19 2.19 1.36 1261 .00 1, ,36 43. ,37 S/N: BBYXYWH59LAB PondPack (10.00.015.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type Pond E-V-Q Table Page 3.12 Name POND BMP 2 File X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw HYG Dir Inflow HYG file Outflow HYG file LEVEL POOL ROUTING DATA X:\proj\L225-01\Water Resources\Hydrology\ NONE STORED - POND BMP 2 IN 100 NONE STORED - POND BMP 2 OUT 100 Pond Node Data Pond Volume Data Pond Outlet Data POND BMP 2 POND BMP 2 Outlet BMP 2 No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. Starting Total Qout= Time Increment .00 ft 0 cu.ft .00 cfs .00 cfs .00 cfs 1.00 min Elevation Outflow Storage Infilt. Q Total 2S/t + 0 ft cfs cu.ft cfs cfs cfs 2.20 1. 35 1256 .00 1. 36 43. 56 2.21 1. 36 1272 .00 1. 35 43. 75 2.22 1. 37 1277 .00 1. 37 43. 93 2.23 1. 37 1283 .00 1. 37 44. 12 2.24 1. 37 1288 .00 1. .37 44. 31 2.25 1. 38 1294 .00 1. ,38 44. ,49 2.26 1. ,38 1299 .00 1. ,38 44. .58 2.27 1. ,38 1305 .00 1, ,38 44. ,87 2.28 1. ,39 1310 .00 1, ,39 45. ,05 2.29 1. ,39 1316 .00 1. ,39 45. ,24 2.30 1, ,39 1321 .00 1, .39 45. ,43 2.31 1. ,40 1327 .00 1, .40 45, . 61 2.32 1, .40 1332 .00 1, .40 45, .80 2.33 1, .40 1338 .00 1 .40 45 .99 2.34 1. .41 1343 .00 1 .41 45 .17 2.35 1 .41 1349 .00 1 .41 46 .36 2.36 1 .41 1354 .00 1 . 41 46 .55 2.37 1 .42 1350 .00 1 .42 46 .73 2.38 1 .42 1365 .00 1 .42 46 . 92 2.39 1 .42 1371 .00 1 .42 47 .11 S/N: BBYXYWH59LAB PondPack (10.00.015.00) 10:09 AM Lundstrom S Associates 12/12/2013 Type.... Pond E-V-Q Table Page 3.13 Name.... POND BMP 2 File.... X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw LEVEL POOL ROUTING DATA HYG Dir = X:\proj\L225-01\Water Resources\Hydrology\ Inflow HYG file = NONE STORED - POND BMP 2 IN 100 Outflow HYG file = NONE STORED - POND BMP 2 OUT 100 Pond Node Data Pond Volume Data Pond Outlet Data POND BMP 2 POND BMP 2 Outlet BMP 2 No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. Starting Total Qout= Time Increment .00 ft 0 cu.ft ,00 cfs .00 cfs ,00 cfs ,00 min Elevation Outflow Storage Infilt. Q Total 2S/t -I- 0 ft cfs cu. f t cfs cfs cfs 2.40 1. .43 1376 .00 1. ,43 47. ,29 2.41 1. ,43 1382 .00 1. ,43 47. ,48 2.42 1. ,43 1387 .00 1. ,43 47. , 66 2.43 1. ,43 1393 .00 1, ,43 47. ,85 2.44 1. . 44 1398 .00 1. ,44 48. ,04 2.45 1, , 44 1404 .00 1, ,44 48. ,22 2.46 1. ,44 1409 .00 1, ,44 48. ,41 2.47 1, ,45 1415 .00 1. .45 48. , 60 2.48 1, ,45 1420 .00 1. .45 48. ,78 2.49 1, ,45 1426 .00 1. ,45 48. , 97 2.50 1, ,46 1431 .00 1, ,46 49. ,15 2.51 1. ,46 1435 .00 1, ,46 49. ,30 2.52 1, ,46 1439 .00 1, ,46 49. , 43 2.53 1, ,47 1443 .00 1, ,47 49. ,57 2.54 1, ,47 1447 .00 1, ,47 49, ,71 2.55 1, .47 1451 .00 1, ,47 49. ,85 2.56 1, ,47 1455 .00 1, ,47 49. , 99 2.57 1. ,48 1460 .00 1. ,48 50. .13 2.58 1. ,48 1464 .00 1, ,48 50, ,27 2.59 1. ,48 1468 .00 1, ,48 50, ,41 S/N: BBYXYWH59LAB PondPack (10.00.016.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type.... Pond E-V-Q Table Page 3.14 Name.... POND BMP 2 File.... X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw HYG Dir Inflow HYG file Outflow HYG file Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS LEVEL POOL ROUTING DATA X:\proj\L225-01\Water Resources\Hydrology\ NONE STORED - POND BMP 2 IN 100 NONE STORED - POND BMP 2 OUT 100 POND BMP 2 POND BMP 2 Outlet BMP 2 Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. Starting Total Qout= Time Increment .00 ft 0 cu.ft ,00 cfs .00 cfs ,00 cfs .00 min Elevation Outflow Storage Infilt. Q Total 2S/t -I- 0 ft cfs cu. ft cfs cfs cfs 2.60 1, ,49 1472 .00 1. .49 50, ,55 2.61 1, ,49 1476 .00 1. ,49 50, , 69 2.62 1, ,49 1480 .00 1. ,49 50, ,82 2.63 1. ,50 1484 .00 1, ,50 50, , 96 2.64 1. ,50 1488 .00 1. .50 51. ,10 2.65 1, ,50 1492 .00 1. .50 51. ,24 2.66 1, ,50 1496 . 00 1. .50 51. ,38 2.67 1. ,51 1500 .00 1. .51 51. .52 2. 58 1, ,51 1504 .00 1. ,51 51. ,66 2.69 1. ,51 1509 . 00 1. ,51 51. . 80 2.70 1, ,52 1513 .00 1. ,52 51. , 94 2.71 1, ,52 1517 .00 1, ,52 52. ,08 2.72 1, ,52 1521 .00 1. ,52 52, ,21 2.73 1, ,53 1525 .00 1. .53 52. ,35 2.74 1. ,53 1529 .00 1. .53 52. .49 2.75 1. ,53 1533 .00 1. ,53 52. .63 2.76 1. ,53 1537 .00 1. ,53 52, ,77 2.77 1. ,54 1541 .00 1, ,54 52, ,91 2.78 1. ,54 1545 .00 1. ,54 53. ,05 2.79 1. ,54 1549 . 00 1. ,54 53. .19 S/N: BBYXYWH59LAB PondPack (10.00.016.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type.... Pond E-V-Q Table Page 3.15 Name.... POND BMP 2 File.... X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw HYG Dir Inflow HYG file Outflow HYG file Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS LEVEL POOL ROUTING DATA X:\proj\L225-01\Water Resources\Hydrology\ NONE STORED - POND BMP 2 IN 100 NONE STORED - POND BMP "2 OUT 100 POND BMP 2 POND BMP 2 Outlet BMP 2 Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. Starting Total Qout= Time Increment ,00 ft 0 cu.ft .00 cfs .00 cfs .00 cfs .00 min Elevation Outflow Storage Infilt. Q Total 2S/t -I- 0 ft cfs cu. ft cfs cfs cfs 2.80 1.55 1553 .00 1. .55 53, ,33 2.81 1.55 1557 .00 1. .55 53, ,46 2.82 1.55 1552 .00 1. ,55 53, ,60 2.83 1.55 1556 .00 1. .55 53. ,74 2.84 1.56 1570 .00 1. .56 53, ,88 2.85 1.56 1574 .00 1. .56 54, .02 2.85 1.56 1578 .00 1, ,56 54, , 16 2.87 1.57 1582 .00 1, ,57 54. ,30 2.88 1.57 1586 .00 1, ,57 54, ,44 2.89 1.57 1590 .00 1, ,57 54, ,58 2.90 1.57 1594 .00 1. ,57 54, ,71 2.91 1.58 1598 .00 1, ,58 54, ,85 2.92 1.58 1602 .00 1, ,58 54, ,99 2.93 1.58 1606 .00 1, ,58 55. ,13 2.94 1.59 1511 .00 1. ,59 55. ,27 2. 95 1.59 1515 .00 1, ,59 55. ,41 2.95 1.59 1619 .00 1, ,59 55, ,55 2.97 1.59 1523 .00 1, ,59 55. , 69 2.98 1. 50 1527 .00 1, , 50 55. . 82 2.99 1. 50 1631 .00 1, , 50 55. , 95 S/N: BBYXYWH59LAB PondPack (10.00.016.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type.... Pond E-V-Q Table Page 3.16 Name.... POND BMP 2 File.... X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw LEVEL POOL ROUTING DATA HYG Dir Inflow HYG file Outflow HYG file X:\proj\L225-01\Water Resources\Hydrology\ NONE STORED - POND BMP 2 IN 100 NONE STORED - POND BMP 2 OUT 100 Pond Node Data Pond Volume Data Pond Outlet Data POND BMP 2 POND BMP 2 Outlet BMP 2 No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. Starting Total Qout= Time Increment .00 ft 0 cu.ft .00 cfs .00 cfs .00 cfs 1.00 min Elevation Outflow Storage Infilt. Q Total 2S/t + 0 ft cfs cu.ft cfs cfs cfs 3.00 1. , 60 1635 .00 1. 60 55. .10 3.01 1. , 61 1638 .00 1. 51 55. ,22 3.02 1. , 61 1542 .00 1. 61 55. ,33 3.03 1. , 61 1545 .00 1. , 61 56. ,44 3.04 1. , 51 1548 .00 1. 61 56. ,55 3.05 1. , 62 1552 .00 1. , 62 55. ,57 3.06 1. ,52 1555 .00 1. , 62 56. ,78 3.07 1. ,52 1658 .00 1. ,62 56. ,89 3.08 1, , 62 1561 .00 1. , 62 57. 00 3.09 1, ,63 1665 .00 1. , 63 57, ,12 3.10 1. ,63 1668 .00 1. , 53 57. ,23 3.11 1. ,63 1671 .00 1. , 53 57. ,34 3.12 1. . 64 1675 .00 1. , 64 57, ,46 3.13 1, . 64 1578 .00 1. , 64 57. ,57 3.14 1. ,54 1581 .00 1, , 64 57, . 68 3.15 1, ,54 1685 .00 1. ,64 57, .79 3.16 1. , 65 1588 .00 1, , 65 57, . 91 3.17 1. , 65 1691 .00 1. , 65 58, .02 3.18 1. , 65 1694 .00 1, , 65 58, .13 3.19 1, . 65 1698 .00 1, , 65 58, .24 S/N: BBYXYWH59LAB PondPack (10.00.015.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type.... Pond E-V-Q Table Page 3.17 Name POND BMP 2 File.... X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw LEVEL POOL ROUTING DATA HYG Dir Inflow HYG file Outflow HYG file X:\proj\L225-01\Water Resources\Hydrology\ NONE STORED - POND BMP 2 IN 100 NONE STORED - POND BMP 2 OUT 100 Pond Node Data Pond Volume Data Pond Outlet Data POND BMP 2 POND BMP 2 Outlet BMP 2 No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. Starting Total Qout= Time Increment .00 ft 0 cu.ft .00 cfs .00 cfs .00 cfs ,00 min Elevation Outflow Storage Infilt. Q Total 2S/t + 0 ft cfs cu. ft cfs cfs cfs 3.20 1.56 1701 .00 1. 66 58. ,36 3.21 1.56 1704 .00 1. 66 58. ,47 3.22 1.66 1708 .00 1. 65 58. ,58 3.23 1.57 1711 .00 1. 67 58. ,70 3.24 1.57 1714 .00 1. 57 58. ,81 3.25 1. 67 1718 .00 1. , 67 58. , 92 3.26 1. 67 1721 .00 1. , 67 59. ,03 3.27 1. 68 1724 .00 1. ,68 59. ,15 3.28 1. 68 1727 . 00 1. , 68 59. ,26 3.29 1.68 1731 .00 1. , 68 59, ,37 3.30 1.68 1734 .00 1, ,58 59. ,48 3.31 1.59 1737 .00 1, , 59 59. ,60 3.32 1. 59 1741 .00 1, , 69 59, .71 3.33 1. 59 1744 .00 1, ,69 59, .82 3.34 1. 59 1747 .00 1, ,69 59 . 93 3.35 1.70 1751 .00 1, ,70 60 .05 3.36 1.70 1754 .00 1. ,70 60 .15 3.37 1.70 1757 .00 1. .70 60, .27 3.38 1.70 1760 .00 1, .70 50 .38 3.39 1.71 1764 .00 1, .71 50 .50 S/N: BBYXYWH59LAB PondPack (10.00.015.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type Pond E-V-Q Table Page 3.18 Name POND BMP 2 File.... X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw LEVEL POOL ROUTING DATA HYG Dir Inflow HYG file Outflow HYG file X:\proj\L225-01\Water Resources\Hydrology\ NONE STORED - POND BMP 2 IN 100 NONE STORED - POND BMP 2 OUT 100 Pond Node Data Pond Volume Data Pond Outlet Data' POND BMP 2 POND BMP 2 Outlet BMP 2 No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. Starting Total Qout= Time Increment ,00 ft 0 cu.ft ,00 cfs ,00 cfs ,00 cfs .00 min Elevation Outflow Storage Infilt. Q Total 2S/t + 0 ft cfs cu. ft cfs cfs cfs 3.40 1. ,71 1757 .00 1. ,71 60. , 61 3.41 1. ,71 1770 .00 1. ,71 60, ,72 3.42 1. ,72 1774 .00 1. ,72 60, ,84 3.43 1. ,72 1777 .00 1. ,72 60, ,95 3.44 1. ,72 1780 .00 1. ,72 51. ,06 3.45 1. ,72 1784 .00 1. ,72 51, ,17 3.46 1. ,73 1787 . 00 1, ,73 51. ,29 3.47 1. ,73 1790 .00 1, ,73 61. ,40 3.48 1. ,73 1793 .00 1, ,73 61, ,51 3.49 1. ,73 1797 .00 1, .73 61. , 62 3.50 1, ,74 1800 .00 1. .74 51, .74 3.51 1, ,74 1802 .00 1, ,74 61, .81 3.52 1, ,74 1804 .00 1. ,74 61, .87 3.53 1, ,74 1805 .00 1. .74 51, .94 3.54 1, ,75 1808 .00 1, .75 52 .01 3.55 1, ,75 1810 .00 1, ,75 62, .08 3.56 1, .75 1812 .00 1, ,75 62 .15 3.57 1. ,75 1814 .00 1, .75 62 .22 3.58 1, .75 1816 .00 1, .76 62 .29 3.59 1, .75 1818 .00 1 .76 62 .35 S/N: BBYXYWH59LAB PondPack (10.00.015.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type.... Pond E-V-Q Table Page 3.19 Name.... POND BMP 2 File.... X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw LEVEL POOL ROUTING DATA HYG Dir Inflow HYG file Outflow HYG file X:\proj\L225-01\Water Resources\Hydrology\ NONE STORED - POND BMP 2 IN 100 NONE STORED - POND BMP 2 OUT 100 Pond Node Data Pond Volume Data Pond Outlet Data POND BMP 2 POND BMP 2 Outlet BMP 2 No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. Starting Total Qout= Time Increment .00 ft 0 cu.ft .00 cfs .00 cfs .00 cfs .00 min Elevation Outflow Storage Infilt. Q Total 2S/t 0 ft cfs cu. ft cfs cfs Cf£ 3. 60 1. ,76 1820 . 00 1. ,76 62. ,43 3. 61 1, ,76 1822 .00 1. ,76 62. ,50 3.62 1, ,77 1824 .00 1. ,77 62. ,57 3. 63 1. ,77 1826 .00 1. ,77 52. ,54 3. 64 1, ,77 1828 .00 1. ,77 52. ,71 3. 65 1, ,77 1830 .00 1, ,77 52, ,77 3. 66 1, ,78 1832 .00 1. ,78 62, ,84 3. 67 1, ,78 1834 .00 1. ,78 62. ,91 3. 68 1. .78 1836 .00 1, ,78 62, , 98 3.69 1. ,78 1838 .00 1, ,78 63, ,05 3.70 1, ,79 1840 .00 1, ,79 63. ,12 3.71 1, ,79 1842 .00 1, ,79 53. ,19 3.72 1. ,79 1844 .00 1, ,79 53. ,26 3.73 1, ,79 1845 .00 1. ,79 63, .33 3.74 1, .80 1848 .00 1. , 80 63, .40 3.75 1, .80 1850 .00 1. .80 63, .47 3.75 1, .80 1852 .00 1. , 80 63, .53 3.77 1, .80 1854 .00 1. ,80 53, .60 3.78 1, . 81 1856 .00 1. ,81 53 .67 3.79 1, . 81 1858 .00 1, ,81 53 .74 S/N: BBYXYWH59LAB PondPack (10.00.016.00) 10:09 m Lundstrom & Associates 12/12/2013 Type Pond E-V-Q Table Page 3.20 Name POND BMP 2 File X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw HYG Dir Inflow HYG file Outflow HYG file Pond Node Data Pond Volume Data Pond Outlet Data LEVEL POOL ROUTING DATA X:\proj\L225-01\Water Resources\Hydrology\ NONE STORED - POND BMP 2 IN 100 NONE STORED - POND BMP 2 OUT 100 POND BMP 2 POND BMP 2 Outlet BMP 2 No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. Starting Total Qout= Time Increment .00 ft 0 cu.ft .00 cfs .00 cfs .00 cfs .00 min ation Outflow Storage Infilt. Q Total 2S/t + ft cfs cu.ft cfs cfs cfs 3. 80 1. 81 1860 .00 1. 81 53.81 3. 81 1. 81 1862 .00 1. 81 63.88 3. 82 1. 82 1864 .00 1. 82 63.95 3. 83 1. 82 1866 .00 1. 82 64.02 3. 84 1. 82 1868 .00 1. 82 64.09 3. 85 1. 82 1870 .00 1. 82 64.16 3. 86 1. 83 1872 .00 1. 83 64.23 3. 87 1. 83 1874 .00 1. 83 54.30 3. 88 1. ,83 1876 . 00 1. 83 64.36 3. 89 1, ,83 1878 .00 1. 83 54.43 3. 90 1, ,84 1880 .00 1. 84 64.50 3. 91 1. ,84 1882 .00 1. 84 54.57 3. 92 1. .84 1884 .00 1. 84 64.64 3. 93 1, .84 1886 .00 1. 84 64.71 3. 94 1, .85 1888 .00 1. ,85 54.78 3. ,95 1 .85 1890 .00 1. ,85 64.85 3. ,95 1 .85-1892 .00 1. ,85 64 . 92 3, , 97 1 .85 1894 .00 1, ,85 54.99 3, ,98 1 .86 1896 .00 1. ,86 55.06 3, .99 1 .86 1898 .00 1, .86 65.12 S/N: BBYXYWH59LAB PondPack (10.00.016.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type. Name. File. Pond E-V-Q Table Page 3.21 POND BMP 2 X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw HYG Dir Inflow HYG file Outflow HYG file LEVEL POOL ROUTING DATA X:\proj\L225-01\Water Resources\Hydrology\ NONE STORED - POND BMP 2 IN 100 NONE STORED - POND BMP 2 OUT 100 Pond Node Data Pond Volume Data Pond Outlet Data POND BMP 2 POND BMP 2 Outlet BMP 2 No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. Starting Total Qout= Time Increment ,00 ft 0 cu.ft ,00 cfs .00 cfs .00 cfs .00 min ration Outflow Storage Infilt. Q 1 Total 2S/t ft cfs cu. ft cfs cfs cfs 4. 00 1. 86 1900 .00 1. 85 55.19 4. 01 1. 86 1902 .00 1. 86 65.26 4. 02 1. 87 1904 .00 -1. 87 65.33 4. 03 1. 87 1906 .00 1. 87 65.40 4. 04 1. 87 1908 .00 1. 87 65.47 4. 05 1. 87 1910 .00 1. 87 55.54 4. 05 1. ,87 1912 .00 1. 87 65.61 4. 07 1. ,88 1914 .00 1. 88 55.68 4 . 08 1. ,88 1915 .00 1. 88 55.75 4. 09 1, ,88 1918 .00 1. 88 65.81 4. 10 1. ,88 1920 .00 1. 88 65.88 4. 11 1. .89 1922 .00 1. 89 65. 95 4. 12 1, .89 1924 .00 1. 89 66.02 4. 13 1, .89 1926 .00 1. 89 66.09 4 . 14 1, .89 1928 .00 1. ,89 65.16 4. ,15 1 . 90 1930 .00 1. , 90 56.23 4. ,15 1 .90 1932 .00 1, , 90 66.30 4, ,17 1 .90 1934 .00 1, , 90 66.37 4. .18 1 . 90 1936 .00 1. , 90 66.44 4, .19 1 . 91 1938 .00 1, .91 55.51 S/N: BBYXYWH59LAB PondPack (10.00.015.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type Pond E-V-Q Table Page 3.22 Name POND BMP 2 File.... X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw LEVEL POOL ROUTING DATA HYG Dir Inflow HYG file Outflow HYG file X:\proj\L225-01\Water Resources\Hydrology\ NONE STORED - POND BMP 2 IN 100 NONE STORED - POND BMP 2 OUT 100 Pond Node Data Pond Volume Data Pond Outlet Data POND BMP 2 POND BMP 2 Outlet BMP 2 No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. Starting Total Qout= Time Increment .00 ft 0 cu.ft .00 cfs .00 cfs .00 cfs .00 min Elevation Outflow Storage Infilt. Q Total 2S/t + 0 ft cfs cu. ft cfs cfs cfs 4.20 1. 91 1940 .00 1. 91 66. 57 4.21 1. 91 1942 .00 1. 91 56. 64 4.22 1. 91 1944 .00 1. 91 66. 71 4.23 1. 91 1946 .00 1. 91 65. ,78 4.24 1. 92 1948 .00 1. 92 56. ,85 4.25 1. 92 1950 .00 1. 92 65. ,92 4.26 1. ,92 1952 .00 1. 92 56, ,99 4.27 1. , 92 1954 .00 1. 92 67, ,05 4.28 1. ,93 1955 .00 1. , 93 67, ,13 4.29 1, , 93 1958 .00 1. , 93 67. ,20 4.30 1, , 93 1960 .00 1. ,93 57, .26 4 .31 1. , 93 1962 .00 1. , 93 67, .33 4.32 1. , 94 1954 .00 1, ,94 67, .40 4.33 1, , 94 1966 .00 1, , 94 67 .47 4.34 1, . 94 1968 .00 1, , 94 67 .54 4.35 1, . 94 1970 .00 1, .94 67 . 61 4.36 1 . 94 1972 . 00 1, . 94 67 . 68 4.37 1 . 95 1974 .00 1 . 95 67 .75 4.38 1 . 95 1976 .00 1 . 95 67 .82 4.39 1 . 95 1978 .00 1 . 95 67 .88 S/N: BBYXYWH59LAB PondPack (10.00.016.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type. Name. File. Pond E-V-Q Table ^^5® 3.23 POND BMP 2 X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw HYG Dir Inflow HYG file Outflow HYG file LEVEL POOL ROUTING DATA X:\proj\L225-01\Water Resources\Hydrology\ NONE STORED - POND BMP 2 IN 100 NONE STORED - POND BMP 2 OUT 100 Pond Node Data Pond Volume Data Pond Outlet Data POND BMP 2 POND BMP 2 Outlet BMP 2 No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. = Starting Total Qout= Time Increment .00 ft 0 cu.ft .00 cfs .00 cfs .00 cfs 1.00 min Elevation ft Outflow cfs Storage cu.ft Infilt. cfs Q Total cfs 2S/t + 0 cfs 1980 .00 1. 95 67. 95 1982 .00 1. 95 58. 02 1984 .00 1. 96 58. 09 1986 .00 1. 96 68. 16 1988 .00 1. 95 58. 23 1990 .00 1. 97 68. 30 1992 .00 1. 97 58. 37 1994 .00 1. ,97 58. 44 1996 .00 1. , 97 68. 51 1998 .00 1, ,97 58. ,57 2000 .00 1, ,98 58. , 64 2002 .00 1, . 99 58. ,73 2004 .00 2, .02 68, .82 2006 .00 2 .06 58 . 92 2008 .00 2 .10 59 .03 2010 .00 2 .15 69 .15 2012 .00 2 .20 69 .27 2014 .00 2 .26 69 .39 2016 .00 2 .32 69 .52 2018 .00 2 .39 69 . 65 4.40 4 . 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 ,55 ,57 .58 .59 95 96 96 96 96 97 97 97 97 97 98 99 ,02 ,06 ,10 .15 .20 .26 .32 .39 S/N: BBYXYWH59LAB PondPack (10.00.015.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type Pond E-V-Q Table Page 3.24 Name POND BMP 2 File.... X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw LEVEL POOL ROUTING DATA HYG Dir Inflow HYG file Outflow HYG file X:\proj\L225-01\Water Resources\Hydrology\ NONE STORED - POND BMP 2 IN 100 NONE STORED - POND BMP 2 OUT 100 Pond Node Data Pond Volume Data Pond Outlet Data POND BMP 2 POND BMP 2 Outlet BMP 2 No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. Starting Total Qout= Time Increment ,00 ft 0 cu.ft ,00 cfs ,00 cfs .00 cfs ,00 min Elevation Outflow Storage Infilt. Q Total 2S/t -I- 0 ft cfs cu. ft cfs cfs cfs 4. 50 2. ,45 2020 .00 2. ,45 69. ,79 4.51 2, ,53 2022 .00 2. ,53 69. ,93 4. 52 2. ,60 2024 .00 2. , 60 70. ,07 4.53 2, , 68 2026 .00 2. , 68 70. ,21 4.54 2, ,76 2028 .00 2. ,76 70. ,36 4. 55 2, ,85 2030 .00 2. ,85 70. ,51 4.66 2, ,93 2032 .00 2. , 93 70. , 67 4.67 3, ,02 2034 .00 3. ,02 70, ,82 4.58 3. .12 2036 .00 3. ,12 70. ,98 4.69 3, ,21 2038 . 00 3, ,21 71. ,14 4.70 3, ,31 2040 .00 3. ,31 71, ,31 4.71 3. ,41 2042 . 00 3, ,41 71, ,48 4.72 3, ,51 2044 .00 3, ,51 71, ,64 4.73 3, , 52 2046 .00 3. , 62 71. ,82 4.74 3. ,72 2048 .00 3. ,72 71. , 99 4.75 3. ,83 2050 .00 3. ,83 72, ,17 4.75 3. . 94 2052 .00 3, , 94 72, .34 4.77 4. ,06 2054 .00 4, ,05 72. ,52 4.78 4. ,17 2056 .00 4. . 17 72, .71 4.79 4. .29 2058 .00 4. ,29 72, .89 S/N: BBYXYWH59LAB PondPack (10.00.015.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type. Name. File. Pond E-V-Q Table Page 3.25 POND BMP 2 X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw LEVEL POOL ROUTING DATA HYG Dir Inflow HYG file Outflow HYG file X:\proj\L225-01\Water Resources\Hydrology\ NONE STORED - POND BMP 2 IN 100 NONE STORED - POND BMP 2 OUT 100 Pond Node Data Pond Volume Data Pond Outlet Data POND BMP 2 POND BMP. 2 Outlet BMP 2 No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Voliime Starting Outflow Starting Infiltr. Starting Total Qout= Time Increment .00 ft 0 cu.ft .00 cfs .00 cfs .00 cfs 1.00 min Elevation Outflow Storage Infilt. Q Total 2S/t + 0 ft cfs cu.ft cfs cfs cfs 4.80 4. 41 2060 .00 4 . 41 73. 08 4.81 4. 53 2062 . 00 4 . 53 73. 25 4.82 4. 55 2064 .00 4. 55 73. 45 4.83 4. 78 2066 .00 4 . 78 73. 55 4.84 4. 91 2058 .00 4 . 91 73. 84 4.85 5. 04 2070 .00 5. ,04 74. .04 4.85 5. 17 2072 .00 5. ,17 74 . ,23 4.87 5. ,30 2074 .00 5. ,30 74. ,43 4.88 5. ,43 2075 .00 5, ,43 74, ,63 4.89 5. ,57 2078 .00 5, ,57 74. .84 4.90 5. ,71 2080 .00 5. ,71 75, ,04 4.91 5, ,85 2082 .00 5, .85 75, .25 4 . 92 5, ,99 2084 . 00 5, . 99 75. .46 4.93 6. ,13 2086 .00 5, .13 75 .67 4.94 6, .28 2088 .00 5 .28 75 . 88 4 . 95 6, .42 2090 .00 6 .42 75 .09 4.96 6, .57 2092 .00 6 .57 76 . 30 4 . 97 6, .72 2094 .00 6 .72 75 .52 4 . 98 6 .87 2096 .00 6 .87 76 .74 4 . 99 7 .02 2098 .00 7 .02 76 . 96 S/N: BBYXYWH59LAB PondPack (10.00.016.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type.... Pond E-V-Q Table Page 3.26 Name POND BMP 2 File.... X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw LEVEL POOL ROUTING DATA HYG Dir Inflow HYG file Outflow HYG file X:\proj\L225-01\Water Resources\Hydrology\ NONE STORED - POND BMP 2 IN 100 NONE STORED - POND BMP 2 OUT 100 Pond Node Data Pond Volume Data Pond Outlet Data POND BMP 2 POND BMP 2 Outlet BMP 2 No Infiltration INITIAL CONDITIONS Starting WS Elev = .00 ft Starting Volume = 0 cu.ft Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.00 min Elevation Outflow Storage Infilt. Q Total 2S/t -I- 0 ft cfs cu. ft cfs cfs cfs 5.00 7.18 2100 .00 7, ,18 77. .18 5.01 7.33 2100 .00 7. .33 77. ,33 5.02 7.49 2100 .00 7. .49 77. ,49 5.03 7. 55 2100 .00 7. , 55 77, , 55 5.04 7.81 2100 .00 7. , 81 77, .81 5.05 7. 97 2100 .00 7. ,97 77. , 97 5.06 8.13 2100 .00 8. ,13 78, , 14 5.07 8.30 2100 .00 8. ,30 78, ,30 5.08 8.45 2100 .00 8. .46 78. ,47 5.09 8.63 2100 . 00 8, . 63 78, , 63 5.10 8.80 2100 .00 8, .80 78, , 80 5.11 8.97 2100 .00 8, ,97 78, , 97 5.12 9.14 • 2100 .00 9, ,14 79, ,15 5.13 9.31 2100 .00 9. .31 79, ,32 5.14 9.49 2100 .00 9. .49 79, ,49 5.15 9.66 2100 .00 9. .55 79, , 67 5.15 9.84 2100 .00 9, .84 79. ,85 5.17 10.02 2100 .00 10. ,02 80. ,03 5.18 10.20 2100 .00 10. ,20 80, ,21 5.19 10.38 2100 .00 10. ,38 80, ,39 S/N: BBYXYWH59LAB PondPack (10.00.016.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type.... Pond E-V-Q Table Page 3.27 Name.... POND BMP 2 File.... X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw LEVEL POOL ROUTING DATA HYG Dir Inflow HYG file Outflow HYG file X:\proj\L225-01\Water Resources\Hydrology\ NONE STORED - POND BMP 2 IN 100 NONE STORED - POND BMP 2 OUT 100 Pond Node Data Pond Volume Data Pond Outlet Data POND BMP 2 POND BMP 2 Outlet BMP 2 No Infiltration INITIAL CONDITIONS Starting WS Elev = .00 ft Starting Volume = 0-cu.ft Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.00 min Elevation Outflow Storage Infilt. Q Total 2S/t + 0 ft cfs cu. ft cfs cfs cfs 5.20 10. ,56 2100 .00 10, ,56 80, .57 5.21 10, ,75 2100 .00 10, ,75 80, ,75 5.22 10. . 93 2100 .00 10, ,93 80, ,94 5.23 11. ,12 2100 .00 11, ,12 81, .12 5.24 11. ,30 2100 .00 11, .30 81, ,31 5.25 11. ,49 2100 .00 11, .49 81, .50 5.25 11, , 68 2100 .00 11, ,58 81, ,69 5.27 11. ,87 2100 .00 11. ,87 81. ,88 5.28 12, ,07 2100 .00 12. ,07 82, ,07 5.29 12, ,26 2100 .00 12, ,25 82. .27 5.30 12, .45 2100 .00 12, ,45 82. ,46 5.31 12. .55 2100 .00 12, , 65 82. ,56 5.32 12, .85 2100 .00 12, ,85 82. ,85 5.33 13. .04 2100 .00 13, ,04 83, ,05 5.34 13. ,24 2100 .00 13, ,24 83. .25 5.35 13, ,44 2100 .00 13, , 44 83, ,46 5.36 13. , 65 2100 . 00 13. , 65 83. , 66 5.37 13, ,85 2100 .00 13. ,85 83. ,86 5.38 14. ,05 2100 .00 14. ,05 84, ,07 5.39 14. ,26 2100 .00 14 . ,25 84, ,27 S/N: BBYXYWH59LAB PondPack (10.00.016.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type. Name. File. Pond E-V-Q Table Page 3.28 POND BMP 2 X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw HYG Dir Inflow HYG file Outflow HYG file Pond Node Data Pond Volume Data Pond Outlet Data LEVEL POOL ROUTING DATA X:\proj\L225-01\Water Resources\Hydrology\ NONE STORED - POND BMP 2 IN 100 NONE STORED - POND BMP 2 OUT 100 POND BMP 2 POND BMP 2, Outlet BMP 2 No Infiltration INITIAL CONDITIONS Starting WS Elev = Starting Volume = Starting Outflow = Starting Infiltr. Starting Total Qout= Time Increment = .00 ft 0 cu.ft .00 cfs .00 cfs .00 cfs 1.00 min Elevation ft Outflow cfs Storage cu. ft Infilt. cfs Q Total cfs 2S/t cf s 5 .40 14 .47 2100 .00 14 .47 84 .48 5 .41 14 . 67 2100 .00 14 .67 84, .69 5 .42 14 .88 2100 .00 14 .88 84, . 90 5 .43 15, .09 2100 .00 15, .09 85, .11 5 .44 15, .30 2100 .00 15, .30 85. .32 5 .45 15, .51 2100 .00 15, .51 85, ,53 5 .45 15, .73 2100 . 00 15, .73 85, .74 5. .47 15. , 94 2100 .00 15, , 94 85, .96 5, .48 16, ,15 2100 .00 15. .16 86. ,17 5, ,49 16. .37 2100 . 00 16, .37 86. ,39 5. .50 16, ,59 2101 .00 16, ,59 85, , 61 5, .51 16. ,81 2101 .00 15, ,81 85, ,83- 5, ,52 17. ,03 2101 .00 17. ,03 87. .05 5. ,53 17. ,25 2101 .00 17. ,25 87. 27 5. .54 17. 47 2101 .00 17. 47 87. 49 5. .55 17. 69 2101 .00 17. 69 87. 71 5. ,56 17 . 92 2101 .00 17. 92 87. 94 5. 57 18. 14 2101 .00 18. 14 88. 16 5. 58 18. 37 2101 . 00 18. 37 88. 39 5. 59 18. 60 2101 .00 18. 60 88. 62 S/N: BBYXYWH59LAB PondPack (10.00.016.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type.... Pond E-V-Q Table Page 3.29 Name.... POND BMP 2 File.... X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw LEVEL POOL ROUTING DATA HYG Dir Inflow HYG file Outflow HYG file X: \proj\L225-01\Water Resources\Hydrology\ NONE STORED - POND BMP 2 IN 100 NONE STORED - POND BMP 2 OUT 100 Pond Node Data Pond Volume Data Pond Outlet Data POND BMP 2 POND BMP 2 Outlet BMP 2 No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. Starting Total Qout= Time Increment .00 ft 0 cu.ft .00 cfs .00 cfs .00 cfs .00 min Elevation Outflow Storage Infilt. Q Total 2S/t + 0 ft cfs cu. ft cfs cfs cfs 5.60 18. ,82 2101 .00 18. ,82 88. ,84 5. 61 19. ,05 2101 .00 19, ,05 89. ,07 5. 62 19. ,28 2101 .00 19. ,28 89, ,30 5.53 19. ,51 2101 .00 19. ,51 89. ,54 5. 64 19, ,75 2101 .00 19. ,75 89. ,77 5. 65 19, ,98 2101 .00 19. , 98 90. ,00 5.55 20, .21 2101 .00 20. ,21 90. ,24 5. 57 20, .45 2101 .00 20. , 45 90, ,47 5. 68 20, ,69 2101 .00 20. , 59 90. ,71 5. 69 20, , 92 2101 .00 20. , 92 90. ,95 5.70 21, ,16 2101 .00 21. ,16 91, ,18 5.71 21, ,40 2101 .00 21. ,40 91, ,42 5.72 21. ,64 2101 .00 21. , 54 91. ,65 5.73 21. ,88 2101 .00 21. ,88 91, ,91 5.74 22. ,12 2101 .00 22. ,12 92. .15 5.75 22, ,37 2101 .00 22. ,37 92, ,39 5.76 22, , 61 2101 .00 22. , 61 92, , 64 5.77 22. ,85 2101 .00 22. ,85 92. ,88 5.78 23, ,10 2101 .00 23. ,10 93. ,13 5.7 9 23, ,35 2101 .00 23. ,35 93, .37 S/N: BBYXYWH59LAB PondPack (10.00.016.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type. Name. File. Pond E-V-Q Table Page 3.30 POND BMP 2 X:\proj\L225-01\Water Resources\Hydrology\Buena'Vista 11 hydrograph 100 YEAR.ppw LEVEL POOL ROUTING DATA HYG Dir Inflow HYG file Outflow HYG file X:\proj\L225-01\Water Resources\Hydrology\ NONE STORED - POND BMP 2 IN 100 NONE STORED - POND BMP 2 OUT 100 Pond Node Data Pond Volume Data Pond Outlet Data POND BMP 2 POND BMP 2 Outlet BMP 2 No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume = Starting Outflow = Starting Infiltr. = Starting Total Qout= Time Increment = .00 ft 0 cu.ft .00 cfs .00 cfs .00 cfs 1.00 min Elevation Outflow Storage Infilt. Q Total 2S/t -I- 0 ft cfs cu. ft cfs cfs cfs 5.80 23, . 60 2101 .00 23. ,50 93, . 62 5.81 23. , 84 2101 .00 23, ,84 93. ,87 5.82 24, ,09 2101 .00 24, ,09 94, ,12 5.83 24, ,34 2101 .00 24, ,34 94, ,37 5.84 24 . .60 2101 .00 24. , 60 94, .52 5.85 24 . .85 2101 .00 24 , ,85 94, ,88 5.86 25. ,10 2101 .00 25, , 10 95, ,13 5.87 25, ,36 2101 .00 25. ,36 95. ,39 5.88 25. , 51 2101 .00 25. , 51 95. ,64 5.89 25. , 87 2101 .00 25. , 87 95. , 90 5.90 26. ,12 2101 .00 26. ,12 95. ,15 5.91 26. ,38 2101 .00 26. ,38 96. ,41 5. 92 26. , 64 2101 .00 26. , 64 96. , 67 5. 93 26. ,90 2101 .00 26. , 90 96. ,93 5. 94 27. ,16 2101 .00 27. ,15 97. ,19 5. 95 27 . ,42 2101 .00 27. ,42 97. ,46 5.96 27. , 69 2101 .00 27. , 69 97. ,72 5. 97 27. . 95 2101 .00 27. .95 97. , 98 5. 98 28. ,21 2101 .00 28. ,21 98. ,25 5.99 28. .48 2101 .00 28. 48 98. ,51 S/N: BBYXYWH59LAB PondPack (10.00.016.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type. Name. File. Pond E-V-Q Table Page 3.31 POND BMP 2 X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw LEVEL POOL ROUTING DATA HYG Dir Inflow HYG file Outflow HYG file X:\proj\L225-01\Water Resources\Hydrology\ NONE STORED - POND BMP 2 IN 100 NONE STORED - POND BMP 2 OUT 100 Pond Node Data Pond Volume Data Pond Outlet Data POND BMP 2 POND BMP 2 Outlet BMP 2 No Infiltration INITIAL CONDITIONS Starting WS Elev = .00 ft Starting Volume = 0 cu.ft Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.00 min Elevation ft Outflow cfs Storage cu. ft Infilt. cfs Q Total cfs 2S/t 4- 0 cfs 6.00 28.75 2101 .00 28.75 98.78 S/N: BBYXYWH59LAB PondPack (10.00.015.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type.... Node: Pond Inflow Summary Page 3.32 Name.... POND BMP 2 IN Event: 100 yr File.... X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw Storm... 100 Tag: 100 SUMMARY FOR HYDROGRAPH ADDITION at Node: POND BMP 2 IN HYG Directory: X:\proj\L225-01\Water Resources\Hydrology\ Upstream Link ID Upstream Node ID HYG file HYG ID HYG tag ADDLINK 2 HYD QUEUE BMP 2 BMP 2 INFLOWS TO: POND BMP 2 IN Volume cu. ft Peak Time min Peak Flow cfs HYG file HYG ID HYG tag Volume cu. ft Peak Time min Peak Flow cfs BMP 2 9396 252.00 3.80 TOTAL FLOW INTO: POND BMP 2 IN Volume cu. ft Peak Time min Peak Flow cfs HYG file HYG ID HYG tag Volume cu. ft Peak Time min Peak Flow cfs POND BMP 2 IN 100 9396 252.00 3.80 S/N: BBYXYWH59LAB PondPack (10.00.015.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type.... Node: Pond Inflow Summary Page 3.33 Name.... POND BMP 2 IN Event: 100 yr File.... X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw Storm... 100 Tag: 100 TOTAL NODE INFLOW... HYG file = HYG ID = POND BMP 2 IN HYG Tag = 100 Peak Discharge = Time to Peak HYG Volume 3.80 cfs 252.00 min 9396 cu.ft HYDROGRAPH ORDINATES (cfs) Time 1 Output Time increment =1.00 min min 1 Time on left represents time for first value in each row. 9.00 1 .00 .02 .04 .07 .09 14.00 1 .11 .13 .15 .18 .20 19.00 1 .20 .20 .20 .20 .20 24.00 1 .20 .20 .20 .20 .20 29.00 1 .20 .20 .20 .20 .20 34.00 1 .20 .20 .20 .20 .20 39.00 1 .20 .20 .20 .20 .20 44.00 1 .20 .20 .20 .20 .20 49.00 1 .20 .20 .20 .20 .20 54.00 1 .20 .20 .20 .20 .20 59.00 1 .20 .20 .20 .20 .20 64.00 1 .20 .20 .20 .20 .20 69.00 1 .20 .20 .20 .20 .20 74.00 1 .20 .20 .20 .20 .20 79.00 1 .20 .20 .20 .20 .20 84.00 1 .20 .20 .20 .20 .20 89.00 1 .20 .20 .20 .20 .20 94.00 1 .20 .20 .20 .20 .20 99.00 1 .20 .20 .20 .20 .20 104.00 1 .20 .20 .20 .20 .20 109.00 1 .20 .20 .20 .20 .20 114.00 1 .20 .20 .20 .20 .20 119.00 1 .20 .20 .20 .20 .20 124.00 1 .20 .20 .20 .20 .20 129.00 1 .20 .20 .20 .20 .20 134.00 1 .20 .20 .21 .22 .23 139.00 1 .24 .26 .27 .28 .29 144.00 1 .30 .30 .30 .30 .30 149.00 1 .30 .30 .30 .30 .30 154.00 1 .30 .30 .30 .30 .30 159.00 1 .30 .30 .30 .30 .30 S/N: BBYXYWH59LAB PondPack (10.00.015.00) 10:09 AM Lundstrom & Associates 12/12/2013 Type. Name. File. Node: Pond Inflow Summary Page 3.34 POND BMP 2 IN Event: 100 yr X:\proj\L225-01\Water Resources\Hydrology\Buena Vista 11 hydrograph 100 YEAR.ppw HYDROGRAPH ORDINATES (cfs) Time | min 1 Time on Output Time left represents increment time for = 1.00 min first value in each row. 164.00 1 .30 .30 .30 .30 .30 169.00 1 .30 .30 .30 .30 .30 174.00 1 .30 .30 .30 .30 .30 179.00 1 .30 .30 .31 .32 .33 184.00 1 .34 .36 .37 .38 .39 189.00 1 .40 .40 .40 .40 .40 194.00 1 .40 .40 .40 .40 .40 199.00 1 .41 .42 . 43 .44 .46 204.00 1 .47 .48 .49 .50 .51 209.00 1 .52 .53 .54 .56 .57 214.00 1 .58 .59 .50 . 60 .60 219.00 1 .60 . 50 . 60 . 50 .50 224.00 1 . 60 . 60 . 53 . 67 .70 229.00 1 .73 .77 . 80 .83 .87 234.00 1 . 90 1.04 1.19 1.33 1 .48 239.00 1 1 . 62 1.77 1.91 2.05 2 .20 244.00 1 2 .38 2.56 2.73 2.91 3 .09 249.00 1 3 .27 3.44 3. 62 3.80 3 .46 254.00 1 3 .11 2.77 2.42 2. 08 1 .73 259.00 1 1 .39 1.04 .70 .68 . 55 264.00 1 .63 . 61 .59 .57 .54 259.00 1 .52 .50 .49 .48 .47 274.00 1 .46 .44 .43 .42 .41 279.00 1 . 40 .39 .38 .37 .36 284.00 1 .34 .33 .32 .31 .30 289.00 1 .30 .30 .30 .30 .30 294.00 1 .30 .30 .30 .30 .30 299.00 1 .30 .30 .30 .30 30 304.00 1 30 .30 .30 .29 28 309.00 1 27 .26 .24 .23 22 314.00 1 21 .20 .20 .20 20 319.00 1 20 .20 .20 .20 20 324.00 1 20 .20 .20 .20 20 329.00 1 20 .20 .20 .20 20 334.00 1 20 .20 .20 .20 20 339.00 1 20 .20 .20 .20 20 344.00 1 20 .20 .20 .20 20 349.00 1 20 .20 .20 .20 20 354.00 1 20 .20 .20 .20 20 359.00 1 20 .20 .18 .16 13 354.00 1 11 .09 .07 .04 02 369.00 1 00 S/N: BBYXYWH59LAB PondPack (10.00.016.00) 10:09 AM Lundstrom & Associates 12/12/2013 Appendix A A-1 Index of Starting Page Numbers for ID Names Outlet BMP 2... 2.01j 3.01 POND BMP 2 IN 100... 3.32, 1.01 J S/N: BBYXYWH59LAB PondPack (10.00.016.00) 10:09 AM Lundstrom & Associates 12/12/2013