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HomeMy WebLinkAboutCT 06-13; Tabata 10; Tentative Map (CT) (4)HYDROLOGY STUDY 2311 CAMINO HILLS DR. - 26 LOT SUBDIVISION GPA 06-04/LCPA 06-02/ZC 06-03/ CT 06-13/SUP 06-08/HDP 07-03/CDP 06-19 City of Carlsbad, CA CT 06-13 PREPARED FOR: Noboina and Evelyn Tabata PO Box 679 Carlsbad, CA 92018 DATE: May 4, 2006 Revised: July % 2007 Revised: December 6, 2007 Revised: May 13,2008 Revised: August 14, 2008 JUSTIN SUITER DATE SEP 2 2 2008 CITYOFCARLSBAD PLANNING DEPT HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE 1011 TABLE OF CONTENTS SECTION Executive Summary 1*0 Introduction 1 • 1 Existing Conditions 1-2 Proposed Project 1 -3 Summary of Results and Conditions 1-4 Conclusions 1-5 References J -6 Methodology 2.0 Introduction 2.1 County of San Diego Criteria 2.2 City of Carlsbad Standards 2.3 Runoff coefficient determination 2.4 Hydrology Model Output 3.0 Pre-Developed Hydrologic Model Output - 100-Year Storm 3.1 Post-Developed Hydrologic Model Output - 100-Year Storm 3.2 Rational Method Hydrograph and Detention Calculations 4.0 Pre-Developed Hydrograph 4.1 Post-Developed Hydrograph 4.2 Detention Basin Calculation 4.3 Hydraulic Calculations 5.0 Pressure Pipe-Flow Hydraulics - Pipeline "A" 5.1 Pressure Pipe-Flow Hydraulics - Pipeline "B" 5.2 Proposed Public Street Full Flow Capacity - 100-Year Storm 5.3 85**" Percentile Peak Flow 6.0 Appendix 7.0 N:\Hydrology & HydraulicsMOII TabataMOl 1 PRELIMIIMARY HYDRO - 3rd.doc PE#1011 11:12 AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE 1011 1.0 EXECUTIVE SUMMARY 1.1 Introduction This Hydrology Study for 2311 Camino Hills Dr - 26 Lot Subdivision has been prepared to analyze the hydrologic and hydraulic characteristics of the existing and proposed project site. This report intends to present both the methodology and the calculations used for determining the runoff from the project site in both the pre-developed (existing) conditions and the post-developed (proposed) conditions produced by the 100 year 6 hour storm. In addition this report will propose the sizing of all necessary storm drain facilities and storm drain piping to safely convey the runoff, based on the 100-year rainfall event, per City of Carlsbad Drainage and Storm Drain Standards. 1.2 Existing Conditions The property is geographically located at N 33^08'43" W 117°17'13". The site is bordered by residential developments to the southeast and southwest. It is bordered by El Camino Real to the northeast and Camino Hills Dr. to the northwest of the site. The project site is located in the Carlsbad Hydrologic Area and more specifically, the Los Monos Hydrologic Sub-Area (4.31). The project is located approximately 0.5 miles northwest of the intersection of College Blvd and El Camino Real. The existing project site consists of two lots which are currently occupied by a single family residence. The site consists mostly of a gentle slope from south to north with the single family residence located on a raised pad. Drainage firom the existing site is primarily conveyed in a northerly direction across the project site. The existing site discharges onto El Camino Real at the intersection of Camino Hills Dr. and El Camino Real. The discharge then flows to an existing storm drain inlet on El Camino Real, in front of the site. Existing storm drain facilities convey runoff under El Camino Real to an open channel drainage ditch. The surrounding subdivisions (CT 83-25, CT 91-2) are fully contained and do not contribute to this drainage basin. 1.3 Proposed Project The project proposes to develop the site into 26 detached single-family dwellings, although no.architecture is proposed at this time. The proposed development will include public improvements along the frontage of the site on Camino Hills Dr., a public street, and storm drain improvements. The project proposes grading to create multi-level pads suitable for the construction of residential structures and the construction of all underground utilities typically associated with residential development. The specific improvements along Camino Hills Dr. include the realignment of the street as well as the construction of curb, gutter and sidewalk. The project includes 3 storm drain inlets; two on grade and one in sump. Additionally, eight Filterra storm water treatment devices are proposed for the project. Three of the devices are numerically sized to treat the 85"^ percentile while the other Filterra devices are proposed to satisfy LID requirements and further treat runoff generated by the development. N:\Hydrology & HydraulicsMOl 1 TabataM011 PREUMINARY HYDRO - 3rd.doc PE# 1011 11:12 AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE 1011 The proposed residential lots in the development will utilize swales and channels to drain the pads to the proposed private street and uhimately to the existing storm drain system on El Camino Real adjacent to the site. To meet water quality objectives, three nimierically sized Filterra storm water devices and one engineered vegetative bioswale will be used to treat runoff associated with the 85* percentile. Vegetative bioswales are intended to filter shallow concentrated storm water; thereby filtering the storm water due to its relatively slow velocity and shallow depth, and allowing suspended pollutants to settle and deposit within the swale. Specifications and pollutant removal rates for the Filterra units can be seen in the appendix of this report. As mentioned above, the project proposes additional Filterra devices in series to further treat runoff generated by the proposed project in an effort to satisfy LID requirements. Numerical sizing calculations can be seen in section 6.0 of this report. The proposed project site is located in sump. As a result, all runoff generated by the 100 year storm event will be captured and conveyed within the proposed storm drain system. This design includes the construction of three type "F" catch basins, with a low flow piping system, 3 type "B-l" curb inlets, eight storm filter units, and all related piping. An additional D-75 brow ditch is proposed along the southwest toe of slope along the proposed sound berm. In the event the storm drain system becomes clogged, runoff will be directed to flow overland along the pedestrian path towards El Camino Real. The post development condition results in a net increase of nmoff generated by the site. To mitigate for the increase in runoff, an underground concrete detention structure (See utility plan for details) will be incorporated to detain this increased runoff generated by the project. The proposed runoff discharge rate is controlled via a hydraulic designed pipe (see appendix for calculations). All excess runoff stored during large storm events is designed to drain the detention structure within 72 hours. Runoff discharged from the detention structure will be joined to an existing storm drain system and ultimately released through an existing 36" RCP drainpipe (See appendix for pipe capacity worksheet). 1.4 Summary of Results Upon performing hydrologic analysis of the project site in both the proposed developed and existing condition, the following results were produced: In existing conditions the hydrologic model included the analysis of the project site at one point of discharge. Output data from the hydrologic analysis model of the project site in the existing condition indicates that the 100-year peak runoff flow of 27.43 cfs is generated by the project site and stretch of El Camino Real from College Blvd to Camino Hills Drive. The total area of the existing conditions contributing storm water runoff is 12.15 acres. Four additional drainage areas of 1.38, 0.35, .35, and .17 acres drain to other N:\Hydrology & HydraulicsMOl 1 TabataMOl 1 PRELIMINARY HYDRO - 3rd.doc PE# 1011 11:12AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE 1011 points of discharge. Runoff generated from these areas can be found in the appendix. The total area of the project site in the pre-development hydrologic basin is 14.40 acres. The output data, from the hydrologic analysis model of the proposed project, indicates that the 100-year peak flow is equal to 34.14 cfs. The total area of the proposed project site in the post-development hydrologic basin is 14.45 acres. The peak flow contributing to the on-site collection is equal to 24.46 cfs. Q100 Area Pre-Development 27.43 cfs 14.40 Ac Post-Development 34.14 cfs 14.45 Ac Detention 6.71 cfs - Net Change 0 cfs - 1.5 Conclusions The proposed storm drain system was designed in accordance with the guidelines set by the City of Carlsbad. During the design of the proposed drainage systems precautions were taken to limit adverse downstream affects and to maintain existing drainage characteristics where ever possible. It is the professional opinion of Pasco Engineering that the storm drain system design for the proposed project is sized to safely collect and convey the 100-year peak flow. N:\Hydrology & HydraulicsMOII TabataMOl 1 PRELIMINARY HYDRO - 3rd.doc PE#1011 11:12 AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE1011 1.6 References "San Diego County Hydrology Manual", revised June 2003, County of San Diego, Department of Public Works, Flood Control Section. "Drainage Design Manual", City of San Diego, April 1984, addendum March 1989. "California Regional Water Quality Control Board Order No. 2001-07, " Califomia Regional Water Control Board, San Diego Region (SDRWQCB). "Engineering Standards volume 4 storm water standards manual", City of Carlsbad, 2008 "Low Impact Development Handbook, Storm Water Management Strategies County of San Diego, 2008 N:\Hydrology & HydraulicsM 011 Tabata\1011 PRELIMINARY HYDRO - 3rd,doc PE#1011 11:12AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE 1011 2.0 METHODOLOGY 2.1 Introduction The hydrologic model used to perform the hydrologic analysis presented in this report utilizes the Ration Method (RM) equation, Q=CIA. The RM formula estimates the peak rate of runoff based on the variables of area, runoff coefficient, and rainfall intensity. The rainfall intensity (I) is equal to: I = 7.44xP6 xD'*'-^^ Where: I - Intensity (in/hr) Pe = 6-hour precipitation (inches) D = duration (minutes - use Tc) Using the Time of Concentration (Tc), which is the time required for a given element of water that originates at the most remote point of the basin being analyzed to reach the point at which the runoff from the basin is being analyzed. The RM equation determines the storm water runoff rate (Q) for a given basin in terms of flow (typically in cubic feet per second (cfs) but sometimes as gallons per mmute (gpm)). The RM equation is as follows: Q - CIA Where: Q= flow (in cfs) C = runoff coefficient, ratio of rainfall that produces storm water runoff (runoff vs. infiltration/evaporation/absorption/etc) I = average rainfall intensity for a duration equal to the Tc for the area, in inches per hour. A = drainage area contributing to the basin in acres. The RM equation assumes that the storm event being analyzed delivers precipitation to the entire basin uniformly, and therefore the peak discharge rate will occur when a raindrop falls at the most remote portion ofthe basin arrives at the point of analysis. The RM also assumes that the fraction of rainfall that becomes runoff or the runoff coefficient C is not affected by the storm intensity, I, or the precipitation zone number. In addition to the above Ration Method assumptions, the conservative assumption that all runoff coefficients utilized for this report are based on type "D" soils. 2.2 County of San Diego Criteria As defined by the County Hydrology Manual dated June 2003, the rational method is the preferred equation for determining the hydrologic characteristics of basins up to approximately one square mile in size. The County of San Diego has developed its own tables, nomographs, and methodologies for analyzing storm water runoff for areas within N:\Hydrology & HydraulicsMOII TabataM Oil PRELIMINARY HYDRO - 3rd.doc PE#1011 11:12 AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lof Subdivision PE 1011 the county. The County has also developed precipitation isopluvial contour maps that show even lines of rainfall anticipated from a given storm event (i.e. 100-year, 6-hour storm). One of the variables of the RM equation is the runoff coefficient, C. The runoff coefficient is dependent only upon land use and soil type and the County of San Diego has developed a table of Runoff Coefficients for Urban Areas to be applied to basin located within the County of San Diego. The table categorizes the land use, the associated development density (dwelling units per acre) and the percentage of impervious area. Each of the categories listed has an associated runoff coefficient, C, for each soil type class. The County has also illustrated in detail the methodology for determining the time of concentration, in particular the initial time of concentration. The County has adopted the Federal Aviation Agency's (FAA) overland time of flow equation. This equation essentially limits the flow path length for the initial time of concentration to lengths of 100 feet or less, and is dependent on land use and slope. 2.3 City of Carlsbad Standards The City of Carlsbad has additional requirements for hydrology reports which are outlined in the Storm Water Management and Discharge Control Ordinance. Please refer to this manual for further details. 2.4 Runoff Coefficient Determination As stated in section 2.2, the runoff coefficient is dependent only upon land use and soil type and the County of San Diego has developed a table of Runoff Coefficients for Urban Areas to be applied to basin located within the County of San Diego. The table, included at the end of this section, categorizes the land use, the associated development density (dwelling units per acre) and the percentage of impervious area. N:\Hydrology & HydraulicsMOII TabataMOl 1 PRELIMINARYHYDR0-3rd.doc PE#1011 11:12AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE 1011 3.0 HYDROLOGY MODEL OUTPUT 3.1 Pre-Developed Hydrologic Model Output **•^*•***•«^^*•***********************•^«*«********^^**«*********«***************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2001,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 1.5A Release' Date: 01/01/2002 License ID 1452 Analysis prepared by: . Pasco Engineering, Inc. 535 N. HWY 101, Suite A Solana Beach, CA 92075 DESCRIPTION OF STUDY *************************** * PRE-DEVELOPMENT HYDROLOGIC ANALYSIS " * TABATA 10 ACRE CARLSBAD, CA* * * PE 1011 * *************************************************************************** FILE NAME: 1011PRE.DAT TIME/DATE OF STUDY: 16:33 12/04/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) - 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCHJ - 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 SPECIFIED CONSTANT RUNOFF COEFFICIENT - 0.410 NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED • *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 0.0312 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 1.00 TO NODE 1.10 IS CODE = 22 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« • •'USER SPECIFIED (GLOBAL) ; SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 USER SPECIFIED Tc(MIN.) = 5.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.246 SUBAREA RUNOFF(CFS) = 0.86 TOTAL AREA(ACRES) = 0.29 TOTAL RUNOFF(CFS) = 0.86 ************»**********^*********************************«************+***** FLOW PROCESS FROM NODE 1.10 TO NODE 1.20 IS CODE = 52 N:\Hydrology & HydraulicsM 011 TabataM 011 PRELIMINARY HYDRO - 3rd.doc PE#1011 11:12 AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE1011 >»»COMPaTE NATURAL VALLEY CHANNEL FLOW«<« »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 121.20 DOWNSTREAM(FEET) = 84.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 580.00 CHANNEL SLOPE = 0.0638 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.85 FLOW VELOCITY(FEET/SEC) = 3.79 (PER LACFCD/RCFC5WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.55 Tc(MIN.) - 7.55 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 1.20 = 1310.00 FEET. ******«******************«*******************************+*****«*****«**** FLOW PROCESS FROM NODE 1.20 TO NODE 1.20 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE' PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.554 *USER SPECIFIED(GLOBAL): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA[ACRES) = 8.07 SUBAREA RUNOFF(CFS) = 18.38 TOTAL AREA(ACRES) = 8.36 TOTAL RUNOFF(CFS) = 19.24 TC{MIN) = 7.65 ************************************************************************ FLOW PROCESS FROM NODE 1.20 TO NODE 1.20 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.) = 7.55 RAINFALL INTENSITY{INCH/HR) = 5.55 TOTAL STREAM AREA(ACRES) = 8.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.24 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.10 IS CODE = 22 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(GLOBAL): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) - 0 USER SPECIFIED Tc(MIN.) = 5.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.246 SUBAREA RUNOFF(CFS) = 0.39 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF[CFS) = 0.39 ***************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 1.20 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) - 108.00 DOWNSTREAM ELEVATION(FEETj = 84,20 STREET LENGTH(FEET) = 640.00 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 COMPCTED USING ESTIMATED FLOWfCFS) - 0.39 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) ^ 0.20 N:\Hydroiogy & HydraulicsMOII TabataMOII PRELIMINARY HYDRO - 3rd.doc PE#1011 11:12AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE 1011 HALFSTREET FLOOD WIDTH(FEET) - 2.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.19 PRODUCT OF DEPTH&VELOCITY[FT*FT/SEC.) = 0.83 STREET FLOW TRAVEL TIME(MIN.) = 2.55 Tc(MIN.) = 7.55 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.555 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 TOTAL AREA(ACRES) = 0.13 PEAK FLOW RATE{CFS) = 0.39 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET] = 2.00 FLOW VELOCITY(FEET/SEC.) = 4.19 DEPTH*VELOCITY(FT*FT/SEC.) = 0.83 LONGEST FLOWPATH FROM NODE 2.00 TO NODE 1.20 = 1220.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.20 TO NODE 1.20 IS CODE = 81 >>»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 5.555 "USER SPECIFIED[GLOBAL): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 'O SUBAREA AREA(ACRES) = 0.67 SUBAREA RUNOFF(CFS) = 1.53 TOTAL AREA{ACRES) = 0.80 TOTAL RUNOFF(CFS) = 1.91 TC(MIN) = 7.55 **************************************************************************** FLOW PROCESS FROM NODE 1.20 TO NODE 1.20 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.) = 7.55 RAINFALL INTENSITY(INCH/HR) = 5.56 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.91 ** CONFLUENCE DATA STREAM RUNOFF Tc INTENSITY , AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 19.24 7.55 5.554 8.36 2 1.91 7.55 5.555 0.80 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 21.14 7.55 5.555 2 21.15 7.55 5.554 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.15 Tc(MIN.) = 7.55 TOTAL AREA(ACRES) = 9.16 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 1.20 - 1310.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE ' 1.20 TO NODE 2.20 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »>» [STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 84.20 DOWNSTREAM ELEVATION(FEETj = 82.60 STREET LENGTH(FEET) = 223.00 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 N:\Hydrology & HydraulicsM 011 TabataM 011 PRELIMINARY HYDRO - 3rd.doc PE#1011 11:12 AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE1011 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) = 21.15 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) - 26.68 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.23 PRODUCT OF DEPTHSVELOCITY(FT*FT/SEC.) - 2,06 STREET FLOW TRAVEL TIME{MIN.] = 1.15 Tc(MIN.) = 8.70 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 5.068 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 TOTAL AREA(ACRES) = 9.16 PEAK FLOW RATE{CFS) - 21.15 END OF SUBAREA STREET FLOW HYDRAULICS; DEPTH[FEET) = 0.64 HALFSTREET FLOOD WIDTH{FEET) = 26.68 FLOW VELOCITY(FEET/SEC.) = 3.23 DEPTH*VELOCITY(FT*FT/SEC.) = 2.06 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 2.20 = 1533.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.20 TO NODE 2.20 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 5.068 *USER SPECIFIED(GLOBAL): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4100 S.CS. CURVE NUMBER [AWC II) = 0 SUBAREA AREA{ACRES) - 0.29 SUBAREA RUNOFF(CFS) - 0.60 TOTAL AREA(ACRES) = 9.45 TOTAL RUNOFF(CFS) - 21.75 TC(MIN) = 8.70 **************************************************************************** FLOW PROCESS FROM NODE. 2.20 TO NODE 2.20 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.) = 8.70 RAINFALL INTENSITY(INCH/HR) = 5.07 TOTAL STREAM AREA(ACRES) = 9.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.75 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.10 IS CODE.= 22 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(GLOBAL): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 USER SPECIFIED Tc(MIN.) 5.000 100 YEAR RAINFALL INTENSITY[INCH/HOUR) = 7.246 SUBAREA RUNOFF(CFS) = 0.39 TOTAL AREA{ACRES) = 0.13 TOTAL RUNOFF{CFS) = 0.39 *******************«*********«************+***************«***************** FLOW PROCESS FROM NODE 3.10 TO NODE 2.20 IS CODE - 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« »»> (STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATIOfJ(FEET) = 98.00 DOWNSTREAM ELEVATION(FEET) = 82.60 STREET LENGTH(FEET) = 660.00 CURB HEIGHT(INCHES) = 8.0 •STREET HALFWIDTH(FEET) = 30.00 N:\Hydrology & HydraulicsMOII TabataMOII PRELIMINARY HYDRO - 3rd.doc PE#1011 11:12 AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE 1011 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) = 0.39 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOD -WIDTH(FEET) = 2.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.32 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.66 STREET FLOW TRAVEL TIME(MIN.) = 3.32 TcfMIN.) = 8.32 100 YEAR RAINFALL INTENSITY[INCH/HOUR) = 5.218 SUBAREA AREA(ACRES) - 0.00 SUBAREA RUNOFF(CFS) = 0.00 TOTAL AREA(ACRES) = 0.13 PEAK FLOW RATEfCFS) = 0.39 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH[FEET) = 2,00 FLOW VELOCITY(FEET/SEC.) = 3.32 DEPTH*VELOCITY(FT*FT/SEC.) = 0.66' LONGEST FLOWPATH FROM NODE 3.00 TO NODE 2.20 = 883.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.20 TO NODE 2.20 IS CODE ^ 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 5.218 *USER SPECIFIED(GLOBAL): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.21 SUBAREA RUNOFF(CFS) = 2.5 9 TOTAL AREA(ACRES) = 1.34 TOTAL RUNOFF(CFS) = 2.98 TC[MIN) = 8.32 **************************************************************************** FLOW PROCESS FROM NODE 2.20 TO NODE 2.20 IS CODE - 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AKD COMPUTE VARIOUS CONFLUENCED STREAM VALUES««;< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.32 RAINFALL INTENSITY(INCH/HR) - 5.22 TOTAL STREAM AREA(ACRES) = 1,34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2,98 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 21.75 8.70 5.068 9.45 2 2.98 8.32 5.218 1.34 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 24.10 8.32 5.218 2 24.64 8.70 5.068 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 24.64 Tc(MIN.) = 8.70 TOTAL AREA{ACRES) = 10.79 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 2.20 = 1533.00 FEET. N:\Hydrology & HydraulicsM 011 TabataM 011 PRELIMINARY HYDRO - 3rd.doc PE#1011 11:12 AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE 1011 *********************************************************** *-* *************** FLOW PROCESS FROM NODE 2,20 TO NODE 2.30 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) - 77.10 DOWNSTREAM(FEET) = 72.20 FLOW LENGTH(FEET) = 28S.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VEL0C1TY(FEET/SEC.) = 13.94 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.54 PIPE TRAVEL TIME(MIN.) - 0.34 Tc(MIN.) = 9.04 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 2.30 = 1818.00 FEET. ****************«****t*******************Tl********************************** FLOW PROCESS FROM NODE 2.30 TO NODE 4.20 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING "USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA; UPSTREAM(FEET) = 72.20 DOWNSTREAM(FEET) = 70.70 FLOW LENGTH(FEET)- = 170.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 16.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.85 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES - 1 PIPE-FLOW(CFS) = 24.64 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) - 9.40 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.20 - 1988.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.20 TO NODE 4.20 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.) = 9.40 RAINFALL INTENSITY(INCH/HR) = 4.82 TOTAL STREAM AREA(ACRES) = 10.79 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.64 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.10 IS CODE - 22 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(GLOBAL): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 USER SPECIFIED Tc[MIN.) = 5,000 100 YEAR MINFALL INTENSITY(INCH/HOUR) = 7.246 SUBAREA RUNOFF(CFS) = 0.36 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.36 **************************************************************************** FLOW PROCESS FROM NODE 4.10 TO NODE 4.20 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< , »»>( STREET TABLE SECTION # 1 USED) <«« UPSTREAM ELEVATION(FEET) = 90.00 DOWNSTREAM ELEVATION(FEET) - 74.00 STREET LENGTH(FEET) = 730.00 CURB HEIGHT(INCHES) - 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEETj = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL[DECIMAL) = 0.018 • SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 N:\Hydrology & HydraulicsMOII TabataMOII PRELlMINARYHYDR0-3rd.doc PE#1011 11:12AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE 1011 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR fbr Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW{CFS) - 0.36 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 2.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.21 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.64 STREET FLOW TRAVEL TIME(MIN.) = 3.78 Tc(MIN.) = 3.78 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.037 SUBAREA AREA(ACRES) = 0.00, SUBAREA RUNOFF(CFS) = 0.00 TOTAL AREAIACRES) = 0.12 PEAK FLOW RATE(CFS) = 0,36 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) - 0.20 HALFSTREET FLOOD WIDTH(FEET) = 2.00 FLOW VELOCITY(FEET/SEC.) = 3.21 DEPTH*VELOClTY(FT*FT/SEC.) = 0.64 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 4.20 = 900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.20 TO NODE 4.20 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.037 *USER SPECIFIED(GLOBAL): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.24 SUBAREA RUNOFF(CFS) = 2.56 TOTAL AREA(ACRES) - 1.36 TOTAL RUNOFF{CFS) = 2.92 TC{MIN) = 8.78 **************************************************************************** FLOW PROCESS FROM NODE 4.20 TO NODE 4.20 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.) = 8.78 RAINFALL INTENSITY(INCH/HR) = 5.04 TOTAL STREAM AREA(ACRES) = 1.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.92, ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 24.64 9.40 4.821 10.79 2 2.92 8.78 5.037 1.36 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 26.50 8.78 5.037 2 27.43 9.40 4.821 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 27.43 Tc(MIN.) = 9.40 TOTAL AREA(ACRES) ^ 12.15 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.20 = 1988.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.20 TO NODE 4.30 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< N:\Hydrology & HydraulicsM 011 TabataM 011 PRELIMINARY HYDRO - 3rd.doc PE#1011 11:12 AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE 1011 ELEVATION DATA: UPSTREAM(FEET) = 70.70 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) - 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 13.9 INCHES 69.50 PIPE-FLOW VELOCITY(FEET/SEC. GIVEN PIPE DIAMETER(INCH) = PIPE-FLOW(CFS) - 27.43 PIPE TRAVEL TIME(MIN.) = 0.09 LONGEST FLOWPATH FROM NODE = 10.90 36.00 NUMBER OF PIPES = TC{MIN.) = 1.00 TO NODE 9.50 4.30 = 1 2048.00 FEET, END OF STUDY SUMMARY: TOTAL AREA(ACRES} PEAK FLOW RATE(CFS) 12 27 15 TC(MIN.) 43 9.50 END OF RATIONAL METHOD ANALYSIS N:\Hydrology & HydraulicsMOII TabataMOII PRELIMINARY HYDRO - 3rd.doc PE#1011 11:12 AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE 1011 3.1.a Pre-Developed Hydrologic Model Output With Varying Discharge Points RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2001,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2002 License ID 1452 Analysis prepared by: Pasco Engineering, Inc. 535 N. HWY 101, Suite A Solana Beach, CA 92075 i:#4*******^i:***4^,***'^>ttt*it DESCRIPTION OF STUDY ************************** * PRE-DEVELOPMENT HYDROLOGIC ANALYSIS * * TABATA 10 ACRE CARLSBAD, CA * •PE1011 * *^:m»********************%*************************«******»******* FILE NAME: 1011PRE2.DAT TIME/DATE OF STUDY: 16:37 12/04/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE{INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0.410 NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *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) ] 30.0 2 0 0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0-0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Ftow 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 5.00 TO NODE 5.10 IS CODE = 22 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« *USER SPECIFIED(GLOBAL): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II)- 0 USER SPECIFIED Tc(MIN.) = 5.000 IOO YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.246 SUBAREA RUNOFF(CFS) = 0,45 TOTAL AREA(ACRES) = 0,15 TOTAL RUNOFF(CFS) = 0,45 •**«**#**•*»**•»*•+»•«•**•«***++»**+••********••*****•*•***•********«•**•**« FLOW PROCESS FROM NODE 5.10 TO NODE 5,20 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHA>JNEL FLOW«<<< »»>TRAVELTIME THRU SUBAREA««< N:\Hydrology & HydraulicsMOII TabataMOII PRELIMINARY HYDRO - 3rd.doc PE#1011 11:12AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE 1011 ELEVATION DATA: UPSTREAM(FEET) = 116,00 DOWNSTREAM(FEET) = 106.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 220,00 CHANNEL SLOPE = 0,0414 NOTE: CHANNEL FLOW OF i. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.45 FLOW VELOCITY(FEET/SEC) = 3,05 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN-) = 1,20 Tc(MIN.) = 620 LONGEST FLOWPATH FROM NODE 5,00 TO NODE 5.20 = 280,00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5,20 IS CODE = 81 »>»ADDmON OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENS IT Y(INCH/HOUR) = 6.306 *USER SPECIFIED(GLOBAL): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1,23 SUBAREA RUNOFF(CFS) = 3,18 TOTAL AREA(ACRES) = 1,38 TOTAL RUNOFF(CFS) = 3,63 TC(MIN}= 6,20 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.38 TC(MIN,)= 6.30 PEAK FLOW RATE(CFS) = 3.63 END OF RATIONAL METHOD ANALYSIS 3.1.b Pre-Developed Hydrologic Model Output With Varying Discharge Points **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DEGO COUNTY FLOOD CONTROL DISTRICT 2001,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver, LSA Release Date: 01/01/2002 License ID 1452 Analysis prepared by: Pasco Engineering, Inc, 535 N. HWY 101, Suite A , Solana Beach, CA 92075 ************************** DESCRjpTJON OF STUDY ************************** * PRE-DEVELOPMENT HYDROLOGIC ANALYSIS * * TABATA 10 ACRE CARLSBAD, CA * •PEIOU * ************************************************************************** FILE NAME: 10113,DAT TIME/DATE OF STUDY: 16:4] 12/04/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION; 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PREdPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0,85 SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0.410 N:\Hydrology & Hydraulics\1011 Tabata\1011 PRELIMINARY HYDRO - 3fd.doc PES 1011 11:12AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr, - 26 Lot Subdivision PE 1011 NOTE; ONLY PEAK CONFLUENCE VALUES CONSIDERED •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/O0I8/0.020 0,67 2,00 0,0312 0,167 0,0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS; 1, Relative Flow-Depth = 0,00 FEET as (Maximum Allowable Sueet 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 20.00 TO NODE 20.10 IS CODE = 22 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(GLOBAL): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4100 S,C,S. CURVE NUMBER (AMC II) = 0 USER SPECIFIED Tc(MIN,)= 5.000 100 YEAR RAINFALL INTENSITY(rNCH/HOUR)= 7.246 SUBAREA RUNOFF(CFS) = 0,27 TOTAL AREA(ACRES) = O09 TOTAL RUNOFF(CFS) = 0,27 **************************************************************************** FLOW PROCESS FROM NODE 20.10TONODE 20.20ISCODE= 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAR£A««< ELEVATION DATA; UPSTREAM(FEET) = 107.00 DOWNSTREAM(FEET) = 95,00 CHANNEL LENGTH THRU SUBAREA(FEET) = 169 00 CHANNEL SLOPE = 0.0710 NOTE; CHANNEL FLOW OF I, CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.27 FLOW VELOCrrY(FEET/SEC) = 4.00 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.)= 0.70 Tc(MIN,)- 5,70 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 20,20= 389.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.20 TO NODE 20.20 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 6.655 *USER SPECIFIED(GLOBAL): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4100 S.CS. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0,26 SUBAREA RUNOFF(CFS) = 0,71 TOTAL AREA(ACRES) = 0.35 TOTAL RUNOFF(CFS) = 0.98 TC(MIN)= 5.70 END OF STUDY SUMMARY; TOTAL AREA(ACRES) = 0.35 TC(MIN.) = 5.70 PEAK FLOW RATE(CFS) = 0.98 END OF RATIONAL METHOD ANALYSIS N:\Hydro(ogy & HydraulicsMOII Tabata\1011 PRELIMINARY HYDRO - 3rci.doc PE#1011 11:12 AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr, - 26 Lot Subdivision PE 1011 3.1.c Pre-Developed Hydrologic Model Output With Varying Discharge Points *******************************************t******************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2001,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver, I,5A Release Date: 01/01/2002 License ID 1452 Analysis prepared by: Pasco Engineering, Inc. 535 N. HWY 101, Suite A Solana Beach, CA 92075 ************************** iJggcRjp'j'jQf^ Qp STUDY ************************** * PRE-DEVELOPMENT HYDROLOGIC ANALYSIS * * TABATA 10 ACRE CARLSBAD, CA * •PEIOU * ************************************************************************** FILENAME: 1011PRE4,DAT TIME/DATE OF STUDY: 16:45 12/04/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DEGO MANUAL CRITERLB USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3,00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0.410 NOTE; ONLY PEAK CONFLUENCE VALUES CONSIDERED •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 0.0312 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 CAPACFTY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 21,00 TO NODE 21.10 IS CODE = 22 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(GLOBAL): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = ,4100 S.CS. CURVE NUMBER (AMC II) = 0 USER SPECIFIED Tc(MrN,) = 5,000 100 YEAR RAINFALL INTENSITY(INCH/HOUR)= 7.246 SUBAREA RUNOFF(CFS) - 0.27 TOTAL AREA(ACRES) - 0.09 TOTAL RUNOFF(CFS) - 0,27 **************************************************************************** FLOW PROCESS FROM NODE 2LI0TONODE 2L20ISCODE= 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW«<« »»>TRA VEL TIME THRU SUBAREA<«« N:\Hydrology & HydraulicsM011 TabataMOl 1 PRELIMINARY HYDRO - 3rd.doc PE#1011 11:12 AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE 1011 ELEVATION DATA: UPSTREAM(FEET) = 108,20 DOWNSTREAM(FEET) = 106,60 CHANNEL LENGTH THRU SUBAREA(FEET) = 82,50 CHANNEL SLOPE = O0I94 NOTE: CHANNEL FLOW OF I. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0,27 FLOW VELOClTY(FEET/SEC) - 2,09 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0,66 Tc(MIN.)= 5,66 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 21,20= 251,50 FEET, **************************************************************************** FLOW PROCESS FROM NODE 21,20 TO NODE 21.20 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< IOO YEAR RAINFALL INTENSITY(INCH/H0UR)= 6.690 *USER SPECIFIED(GLOBAL): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4100 S,C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0,08 SUBAREA RUNOFF(CFS) = 022 TOTAL AREA(ACRES) = 0,17 TOTAL RUNOFF(CFS) = 0,49 TC(MIN)= 5,66 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.17 TC(MIN.) = 5,66 PEAK FLOW RATE(CFS) = 0.49 END OF RATIONAL METHOD ANALYSIS 3.1.d Pre-Developed Hydrologic Model Output With Varying Discharge Points **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2001,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2002 License ID 1452 Analysis prepared by: Pasco Engineering, Inc. 535 N, HWY IOI, Suite A Solana Beach, CA 92075 ************************** DESCRIPTION OF STUDY ************************** * PRE-DEVELOPMENT HYDROLOGIC ANALYSIS * * TABATA 10 ACRE CARLSBAD, CA * *PE1011 * ************************************************************************** FILENAME: 1011PRE5,DAT TIME/DATE OF STUDY: 16:48 12/04/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERLB USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2,750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3,00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0,85 SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0,410 NOTE; ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* N:\Hydrology & Hydraulics\1011 TabataMOII PRELIMINARY HYDRO - 3rd.doc PE#1011 11:12 AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE 1011 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 0,018/0018/0020 067 2.00 0,0312 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 22.00 TO NODE 22.10 IS CODE = 22 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< •USER SPECIFIED(GLOBAL); SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4100 S.CS. CURVE NUMBER (AMC II) = 0 USER SPECIFIED Tc(MIN.) = 5,000 IOO YEAR RAINFALL INTENSITY(INCH/HOUR)= 7,246 SUBAREA RUNOFF(CFS) = 003 TOTAL AREA(ACRES) = 0,01 TOTAL RUNOFF(CFS) = 0,03 **************************************************************************** FLOW PROCESS FROM NODE 22.10TONODE 22.10ISCODE= 81 >»»ADDmON OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.246 *USER SPECIFIED(GLOBAL); SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .4100 S.CS, CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.34 SUBAREA RUNOFF(CFS) = 1.01 TOTAL AREA(ACRES) = 0.35 TOTAL RUNOFF(CFS) = 1.04 TC(MIN)= 5,00 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.35 TC(MIN.)- 5.00 PEAK FLOW RATE(CFS) = 1,04 END OF FL\T10NAL METHOD ANALYSIS N;\Hydrology & HydraulicsMOl 1 TabataMOl 1 PRELIMINARY HYDRO - 3rd,doc PE#1011 11:12 AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr, - 26 Lot Subdivision PE 1011 3.2 Post-Developed Hydrologic Model Output **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2001,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver, 1.5A Release Date; 01/01/2002 License ID 1452 Analysis prepared by: Pasco Engineering, Inc, 535 N, HWY 101, Suite A Solana Beach, CA 92075 ************************** DESCRIPTION OF STUDY *************************** * HYDROLOGIC ANALYSIS OF POST-DEVELOPMENT * * TABATA 10 ACRE IN CARLSBAD, CA * ************************************************************************** FILENAME; lOlIPSTDAT TIME/DATE OF STUDY: 15:51 12/04/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100,00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH)= 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0,85 SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0.490 NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED •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) I 30.0 20,0 0.018/0.018/0,020 0.67 2.00 0.0312 0167 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 6,00 TO NODE 6.iOISCODE= 22 »>»RATIONAL METHOD INITL\L SUBAREA ANALYSIS<«« •USER SPECIFIED(GLOBAL): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = ,4900 S.CS, CURVE NUMBER (AMC II) = 0 USER SPECIFIED Tc(MIN.) = 5.000 100 YEAR RAINFALL INTENSITy(lNCH/HOUR)= 7.246 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0,14 TOTAL RUNOFF(CFS) = 0.50 **************************************************************************** FLOW PROCESS FROM NODE 6.I0TONODE 6.20ISCODE= 52 >»»COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA<«« N:\Hydrology & HydraulicsMOII TabataMOII PRELIMINARYHYDR0-3rd.doc PE#1011 11:12 AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr, - 26 Lot Subdivision PE 1011 ELEVATION DATA: UPSTREAM(FEET) = 120,00 DOWNSTREAM(FEET) = 106,00 CHANNEL LENGTH THRU SUBAREACFEET) = 525,00 CHANNEL SLOPE = 0.0267 NOTE: CHANNEL FLOW OF 1, CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0,50 FLOW VELOCITY(FEET/SEC) = 2.45 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) - 3.57 Tc(MlN.)= 8.57 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 6,20 = 1255,00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 6.20 TO NODE 6,20 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5,118 •USER SPECIFIED(GLOBAL): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4900 S.CS. CURVE NUMBER (AMC 1!)= 0 SUBAREA AREA(ACRES) = 2.09 SUBAREA RUNOFF(CFS) = 5.24 TOTAL AREA(ACRES) = 2.23 TOTAL RUNOFF(CFS) = 5.74 TC(MIN)= 8,57 **************************************************************************** FLOW PROCESS FROM NODE 6.20 TO NODE 9.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »>»USING USER-SPECIFIED PIPESIZE (EXJSTING ELEMENT)««< ELEVATION DATA; UPSTREAM(FEET) = 101,84 DOWNSTREAM(FEET) = 98.71 FLOW LENGTH(FEET) = 50,00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18,0 INCH PIPE IS 6.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11,23 GIVEN PIPE DLMvIETER(INCH) = 18,00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5,74 PIPE TRAVEL TIME(MIN.) = O07 Tc(MIN.)= 8,65 LONGEST FLO WPATHVROM NODE 6.00 TO NODE 9,00= 1305.00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 9.00TONODE 9,10ISCODE= 41 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »>»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 98.71 DOWNSTREAM(FEET) = 94.83 FLOW LENGTH(FEET) = 194.00 MANNING'S N = 0,013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC,)= 7,41 GFVEN PIPE DIAMETER(INCH) = 18,00 NUMBER OF PIPES = I PIPE-FLO W(CFS) = 5,74 PIPE TRAVEL TIME(MIN,)= 0.44 Tc(MIN,)= 9.08 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 9,10= 1499.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 9,10 TO NODE 9.10 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< IOO YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.930 •USER SPECIFIED(GLOBAL); SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = ,4900 S,C,S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1,40 SUBAREA RUNOFF(CFS) = 3,38 TOTAL AREA(ACRES) = 3.63 TOTAL RUNOFF(CFS} = 9,12 TC(MIN)= 9.08 **************************************************************************** FLOW PROCESS FROM NODE 9,10 TO NODE 9.20 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< N:\Hydrology & HydraulicsMOII TabataMOII PRELIMINARY HYDRO - 3rd.doc PE#1011 11:12 AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE 1011 ELEVATION DATA; UPSTREAM(FEET) = 94,83 DOWNSTREAM(FEET)= 89.50 FLOW LENGTH(FEET) = 183.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18,0 INCH PIPE IS 9,5 INCHES PIPE-FLOW VELOCITY(FEET/SEC)= 9,58 GIVEN PIPE DL^\METER(INCH) = 18,00 NUMBER OF PIPES = I PIPE-FLOW(CFS) = 9,12 PIPE TRAVEL TIME(MIN.} = 0,32 Tc(MIN,)= 9,40 LONGEST FLOWPATH FROM NODE 6,00 TO NODE 9,20 = 1682,00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 9,20 TO NODE 9,30 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 89.50 DOWNSTREAM(FEET) = 85,75 FLOW LENGTH(FEET) = 90.00 MANNING'S N = O0I3 DEPTH OF FLOW IN 18,0 INCH PIPE IS 8,6 INCHES PIPE-FLOW VELOCIT'\'(FEET/SEC.) = 10,96 GIVEN PIPE DL\METER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLO W(CFS) = 9.12 PIPE TRAVEL TIME(MIN,) = 014 Tc(MIN,)- 9.54 LONGEST FLOWPATH FROM NODE 6.00TONODE 9.30= 1772.00FEET. **************************************************************************** FLOW PROCESS FROM NODE 9.30 TO NODE 9,30 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR)= 4,777 *USER SPECIFIED(GLOBAL); SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = ,4900 S,C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 3,41 SUBAREA RUNOFF(CFS) = 7.98 TOTAL AREA(ACRES) = 7.04 TOTAL RUNOFF(CFS) = 17.10 TC(MIN)= 9.54 **************************************************************************** FLOW PROCESS FROM NODE 9,30 TO NODE 9,30 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE; TIME OF CONCENTRATI0N(MIN.) = 9,54 RAINFALL INTENSITY(INCH/HR) = 4,78 TOTAL STREAM AREA(ACRES) = 7,04 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17,10 **************************************************************************** FLOW PROCESS FROM NODE 7,00 TO NODE 7,10 IS CODE = 22 »>»RATIONAL METHOD INITLy. SUBAREA ANALYSIS««< •USER SPECIFIED(GLOBAL); SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4900 S,C,S. CURVE NUMBER (AMC II) = 0 USER SPECIFIED Tc(MIN,)= 5.000 IOO YEAR RAINFALL INTENSITY(INCH/HOUR) = 7,246 SUBAREA RUNOFF(CFS) = 0,71 TOTAL AREA(ACRES) = 020 TOTAL RUNOFF(CFS) = 0.71 **************************************************************************** FLOW PROCESS FROM NODE 7,I0TONODE 7,20ISCODE= 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA«<« ELEVATION DATA: UPSTREAM(FEET) = 120,00 DOWNSTREAM(FEET) = 98.50 N:\Hydrology & HydraulicsMOII TabataMOII PRELIMINARY HYDRO - 3rd.doc PE#1011 11:12 AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE1011 CHANNEL LENGTH THRU SUBAREA(FEET) = 589,00 CHANNEL SLOPE = 0,0365 NOTE: CHANNEL FLOW OF 1, CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0,71 FLOW VELOCITY(FEET/SEC) = 2,87 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3,43 Tc(MIN.)= 8,43 LONGEST FLOWPATH FROM NODE 7,00 TO NODE 7,20= 679,00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 7,20 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.175 *USER SPECIFIED(GLOBAL): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = ,4900 S.C.S, CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES)= 2.70 SUBAREA RUNOFF(CFS) = 6.85 TOTAL AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) = 7.56 TC(MIN)= 8,43 **************************************************************************** FLOW PROCESS FROM NODE 7.20TONODE 9.30 IS CODE = 41 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 93.97 DOWNSTREAM(FEET) = 85,75 FLOW LENGTH(FEET) = 364.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.31 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = I PIPE-FLO W(CFS) = 7.56 PIPE TRAVEL TIME(MIN.) = 0.73 Tc(MIN,) = 9.16 LONGEST FLOWPATH FROM NODE 7.00 TO NODE 9,30= 1043.00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 9.30 TO NODE 9,30 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.) = 9.16 RAINFALL INTENSITY(INCH/HR) = 4.90 TOTAL STREAM AREA(ACRES) = 2,90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.56 •* CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN,) (mCH/HOUR) (ACRE) 1 17,10 9,54 4.777 7,04 2 7.56 9,16 4,905 2.90 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 2421 9,16 4,905 2 24,46 9.54 4,777 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 24.46 Tc(MIN,)= 9.54 TOTAL AREA(ACRES) = 9.94 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 9,30= 1772,00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 9.30 TO NODE 10.30 IS CODE = 41 N:\Hydroiogy & HydraulicsMOII TabataMOII PRELlMINARYHYDR0-3rd.doc PE#1011 11:12 AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE 1011 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)«<« ELEVATION DATA: UPSTREAM(FEET) = 85.75 DOWNSTREAM(FEET) - 72,21 FLOWLENGTH(FEET)= 245.00 MANNING'S N= 0,013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 13,84 PIPE FLOW VELOCFFY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DL\METER(INCH) = 18.00 NUMBER OF PIPES = I PIPE-FLOW(CFS) = 24,46 PIPE TRAVEL TIME(MIN,) = 0.29 Tc(MIN,) = 9,83 LONGEST FLOWPATH FROM NODE 6,00 TO NODE 10,30 = 2017,00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10,30 TO NODE 10,30 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE lO.OOTONODE 1010ISCODE= 22 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< •USER SPECIFIED(GLOBAL): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = ,4900 S.CS. CURVE NUMBER (AMC II) = 0 USER SPECIFIED Tc(MIN.) = 5,000 100 YEAR RAINFALL INTENSITY(INCH/HOUR)= 7.246 SUBAREA RUNOFF(CFS) = 025 TOTAL AREA(ACRES) = 0,07 TOTAL RUNOFF(CFS) = 0.25 **************************************************************************** FLOW PROCESS FROM NODE 10.10 TO NODE 1020 IS CODE = 52 »>»COMPUTE NATURAL VALLEY CHANNEL FLOW««< >»»TRAVELTIME THRU SUBAREA<«« ELEVATION DATA: UPSTREAM(FEET) = 87,00 DOWNSTREAM(FEET) = 82.60 CHANNEL LENGTH THRU SUBAREA{FEET) = 565,00 CHANNEL SLOPE = 0,0078 NOTE; CHANNEL FLOW OF 1, CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0,25 FLOW VELOCrrY(FEET/SEC) = 1.32 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIMECMIN.) = 7.II TcfMlN.) = 12.11 LONGEST FLOWPATH FROM NODE 10,00 TO NODE 10,20= 810.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10,20 TO NODE 10,20 IS CODE = 81 »»>ADD1TI0N OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR)= 4.094 •USER SPECIFIED(GLOBAL); SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4900 S,C,S, CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1,60 SUBAREA RUNOFF(CFS) = 3,2! TOTAL AREA(ACRES) = 1,67 TOTAL RUNOFF(CFS) = 3.46 'TC(MIN)= 12.11 **************************************************************************** FLOW PROCESS FROM NODE 10.20 TO NODE 10.20 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM I ARE: TIMEOFCONCENTRATI0N(MIN,)= 12,11 RAINFALL INTENSITY(INCH/HR) = 4,09 TOTAL STREAM AREA(ACRES) = 1.67 N:\Hydrology & HydraulicsMOl 1 TabataMOl 1 PRELIMINARY HYDRO - 3rd.doc PE#1011 11;12AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE 1011 PEAK FLOW RATE(CFS) AT CONFLUENCE - 3.46 **************************************************************************** FLOW PROCESS FROM NODE ll.OOTONODE 11.10ISCODE= 22 »»>RATIONAL METHOD INITLU, SUBAREA ANALYSIS««< *USER SPECIF]ED(GLOBAL); SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4900 S.CS, CURVE NUMBER (AMC II) = 0 USER SPECIFIED Tc(MIN,) = 5.000 100 YEAR RAINFALL INTENSlTY(INCH/HOUR) = 7.246 SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.43 **************************************************************************** FLOW PROCESS FROM NODE IIIOTONODE 10.20 IS CODE = 52 >»»COMPUTE NATURAL VALLEY CHANNEL FLOW««< »>»TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 98.00 DOWNS TREAM(FEET) = 82.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 617.00 CHANNEL SLOPE = 0,0250 NOTE; CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.43 FLOW VELOCITY(FEET/SEC) = 2.37 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) - 4.34 Tc(MIN.)= 9.34 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 10,20 = 1182.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.20 TO NODE 10.20 IS CODE = 81 »»>ADDmON OF SUBAREA TO MAINLINE PEAK FLOW««< IOO YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.842 •USER SPECIFIED(GLOBAL): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4900 S.CS. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.36 SUBAREA RUNOFF(CFS) = 3,23 TOTAL AREA(ACRES) = 1.48 TOTAL RUNOFF(CFS) = 3.65 TC(MIN)= 9,34 **************************************************************************** FLOW PROCESS FROM NODE 10.20 TO NODE 10,20 IS CODE = I »»>DES1GNATE 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.) = 9,34 RAINFALL INTENSrrY(INCH/HR) = 4.84 TOTAL STREAM AREA(ACRES) = 1,48 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3,65 •• CONFLUENCE DATA •• STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.46 12.11 4.094 1.67 2 3.65 9.34 4.842 1.48 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 6.58 9.34 4.842 2 6.55 12.11 4,094 N:\Hydrology&HydraulicsM011 TabataMOII PRELiMINARYHYDR0-3rd.doc PE#1011 11:12 AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE 1011 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 6,58 Tc(MIN,)= 9.34 TOTAL AREA(ACRES) = 3,15 LONGEST FLOWPATH FROM NODE 11,00 TO NODE 10,20 = 1182.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10,20 TO NODE 10,30 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA; UPSTREAM(FEET) = 77,11 DOWNSTREAM(FEET) = 72.2! FLOW LENGTH(FEET) = 280.00 MANNING'S N = 0,013 DEPTH OF FLOW IN 36,0 INCH PIPE IS 6.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6,92 GIVEN PIPE DL^^METER(INCH)= 36,00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6,58 PIPE TRAVEL TIME(MIN,) = 0.67 Tc(MIN.) = 10.01 LONGEST FLOWPATH FROM NODE ll.OOTONODE 10.30= 1462.00FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.30 TO NODE 10.30 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 6.58 10.01 4.629 3.15 LONGEST FLOWPATH FROM NODE ll.OOTONODE 10.30= 1462.00FEET. ••MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2446 9.83 4684 9.94 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 10.30 = 2017.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 30,96 9,83 4.684 2 30.75 lOOl 4.629 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 30.96 Tc(MIN.)= 9.83 TOTALAREA(ACRES)= 13,09 **************************************************************************** FLOW PROCESS FROM NODE 10,30 TO NODE 12,20 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>US1NG USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA; UPSTREAM(FEET) = 72.21 DOWNSTREAM(FEET) = 70,20 FLOW LENGTH(FEET) = 238.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36,0 INCH PIPE IS 19,0 INCHES PIPE-FLOW VELOCrrY(FEET/SEC,) = 8.18 GIVEN PIPE DL\METER(INCH) = 36.00 NUMBER OF PIPES = I PIPE-FLOW(CFS) = 30,96 PIPE TRAVEL TIME(MIN.) = 0,49 Tc(MIN.)= 10.32 LONGEST FLOWPATH FROM NODE 6,00 TO NODE 12,20 = 2255,00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.20 TO NODE 12.20 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE; N:\Hydrology & HydraulicsMOII TabataMOII PRELIMINARY HYDR0-3rd.doc PE#1011 11:12 AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr, - 26 Lot Subdivision PE1011 TIME OF CONCENTRATION(MIN.) = 10,32 RAINFALL INTENSITY(INCH/HR)= 4,54 TOTAL STREAM AREA(ACRES) = 13.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 30,96 **************************************************************************** FLOW PROCESS FROM NODE 12.00TONODE I2.10ISCODE= 22 >»»RAT]ONAL METHOD INITL^L SUBAREA ANALYSIS««< •USER SPECIFIED(GLOBAL); SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = ,4900 S.C.S. CURVE NUMBER (AMC Ii)= 0 USER SPECIFIED Tc(MIN.) = 5.000 IOO YEAR RAINFALL INTENSITY(INCH/HOUR)= 7.246 SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0,43 **************************************************************************** FLOW PROCESS FROM NODE 12.10 TO NODE 12.20 IS CODE = 52 >»»COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 90.00 DOWNSTREAM(FEET) = 70.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 73O00 CHANNEL SLOPE = 0.0264 NOTE; CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.43 FLOW VELOCITY(FEET/SEC) = 2.44 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.)= 4.99 Tc(MIN,)= 9.99 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 12,20= 968.00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 12.20 TO NODE 12.20 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< IOO YEAR RAINFALL INTENSITY(INCH/HOUR)= 4.637 •USER SPECIFIED(GLOBAL): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4900 S.C.S. CURVE NUMBER (AMC 11) = 0 SUBAREA AREA(ACRES) = 1.24 SUBAREA RUNOFF(CFS) = 2.82 TOTAL AREA(ACRES) = 1.36 TOTAL RUNOFF(CFS) = 3,24 TC(MIN)= 9.99 **************************************************************************** FLOW PROCESS FROM NODE 12,20 TO NODE 12.20 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,) = 9,99 RAINFALL INTENS1TY(INCH/HR) = 4.64 TOTAL STREAM AREA(ACRES) = 1,36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3,24 •• CONFLUENCE DATA ** STREAM RUNOFF Tc INTEN S ITY AREA NUMBER (CFS)' (MIN.) (INCHfflOUR) (ACRE) 1 30.96 10,32 4.541 13.09 2 3,24 9,99 4.637 1,36 RAINFALL INTENSFTY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE *• STREAM RUNOFF Tc INTENSFTY NUMBER (CFS) (MIN,) (INCH/HOUR) N:\Hydrology & HydraulicsMOII TabataMOII PRELIMINARY HYDRO - 3rd.doc PE#1011 11:12 AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr, - 26 Lot Subdivision PE 1011 1 33,56 9,99 4,637 2 34,14 10.32 4.541 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 34,14 Tc(MIN.) = 10.32 TOTAL AREA(ACRES) = 1445 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 12.20 = 2255.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 14.45 TC(MIN.) = 10.32 PEAK FLOW RATE{CFS) = 34. J 4 END OF RATIONAL METHOD ANALYSIS N:\Hydrology & HydraulicsMOII TabataMOII PRELIMINARY HYDRO - 3rd.doc PE# 1011 11:12AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE1011 4.0 RATIONAL METHOD HYDROGRAPH AND DETENTION CALCULATIONS NAHydrology & HydraulicsMOl 1 TabataMOl 1 PRELIMINARY HYDRO - 3rd.doc PE#1011 11:12AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE 1011 4.1 PRE-DEVELOPED RATIONAL METHOD HYDROGRAPH NAHydrology & HydraulicsMOII TabataMOII PRELIMINARY HYDRO - 3rd.doc PE#1011 11:12 AM 8/14/2008 Rational Method Hydrograph Calculations for Tabata 10 Acre - 26 Lot Subdivision, Carlsbad, CA 21.15 cfs Tc= 10 min C= 0.41 #= 36 Pi 0,6= 2.75 in A= 9.16 acres (7.44*P6'D\645} (l*D/60) (V1-V0) (A V/A T) (•Q=c/A) (Re-ordered) D 1 VOL AVOL 1 (INCR) Q VOL ORDINATE # (UIN) (IN/HR) (IN) (IN) (IN/HR) (CFS) (CF) (CFS) 0 0 0.00 0.00 0.77 4.63 21.15 12690 1 10 4.63 0.77 0.22 1.29 4.85 2913 0.62 2 20 2.96 0.99 0.15 0.92 3.45 2067 0.63 3 30 2.28 1.14 0.12 0.74 2.76 1658 0.65 4 40 1.89 1.26 0.10 0.62 2.35 1408 0.67 5 50 1.64 1.37 0.09 0.55 2.06 1236 0.70 6 60 1.46 1.46 0.08 0.49 1.85 1109 0.71 7 70 1.32 1.54 0.07 0.45 1.69 1011 0.75 8 80 1.21 1.62 0.07 0.41 1.55 933 0.76 9 90 1.12 1.68 0.06 0.39 1.45 868 0.81 10 100 1.05 1.75 0.06 0.36 1.36 814 0.83 11 110 0.99 1.81 0.06 0.34 1.28 767 0.88 12 120 0.93 1.87 0.05 0.32 1.21 727 0.91 13 130 0.89 1.92 0.05 0.31 1.15 692 0.98 14 140 0.84 1.97 0.05 0.29 1.10 661 1.01 15 150 0.81 2.02 0.05 0.28 1.05 633 1.10 16 160 0.77 2.07 0.04 0.27 1.01 608 1.15 17 170 0.75 2.11 0.04 0.26 0.98 585 1.28 18 180 0.72 2.15 0.04 0.25 0.94 565 1,36 19 190 0.69 2.20 0.04 0.24 0.91 546 1.55 20 200 0.67 2.24 0.04 0.23 0.88 528 1.69 21 210 0.65 2.28 0.04 0.23 0.85 512 2.06 22 220 0.63 2.31 0.04 0.22 0.83 498 2.35 23 230 0.61 2.35 0.04 0.21 0.81 484 3.45 24 240 0.60 2.39 0.03 0.21 0.78 471 4.85 25 250 0.58 2.42 0.03 0.20 0.76 459 21.15 26 260 0.57 2.46 0.03 0.20 0.75 448 2.76 27 270 0.55 2.49 0.03 0.19 0.73 437 1.85 28 280 0.54 2.52 0.03 0.19 0.71 427 1.45 29 290 0.53 2.55 0.03 0.19 0.70 418 1.21 30 300 0.52 2.58 0.03 0.18 0.68 409 1.05 31 310 0.51 2.61 0.03 0.18 0.67 400 0.94 32 320 0.50 2.64 0.03 0.17 0.65 392 0.85 33 330 0.49 2.67 0.03 0.17 0.64 385 0.78 34 340 0.48 2.70 0.03 0.17 0,63 378 0.73 35 350 0.47 2.73 0.03 0.16 0.62 371 0.68 36 360 0.46 2.76 0.00 . 0.00 0.00 0 0,64 SUM= 34984 cubic feet 0.80 acre-feet Check: V = C*A*P6 V= 0.86 acre-feet up 1011 - Predevelopment Hydrograph 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE1011 4.2 POST-DEVELOPED RATIONAL METHOD HYDROGRAPH NAHydrology & HydraulicsMOII TabataMOII PRELlMINARYHYDR0-3rd.doc PE#1011 11:12 AM 8/14/2008 Rational Method Hydrograph Calculations for Tabata 10 acre - 26 Lot Subdivision, Carlsbad, CA 24.46 cfs Tc= 10 min 0= 0,49 #= 36 P 10.6~ 2.75 in A= 9.65 acres (7.44*P6'D\645) (t*D/60) (V1-V0) (A V/A T) fQ=c/A; (Re-ordered) D 1 VOL AVOL 1 (INCR) Q VOL ORDINATE # (MIN) (IN/HR) (IN) (IN) (IN/HR) (CFS) (CF) (CFS) 0 0 0.00 0,00 0.77 4.63 24.46 14676 1 10 4.63 0.77 0.22 1.29 6,11 3667 0.78 2 20 2.96 0.99 0.15 0.92 4.34 2603 0.79 3 30 2.28 1.14 0.12 0.74 3.48 2088 0.82 4 40 1.89 1.26 0.10 0.62 2.95 1773 0.84 5 50 1.64 1.37 0.09 0.55 2.59 1556 0.88 6 60 1.46 1.46 0.08 0.49 2.33 1397 0.90 7 70 1.32 1.54 0.07 0.45 2.12 1273 0.94 8 80 1.21 1.62 0.07 0.41 1.96 1174 0.96 9 90 1.12 1.68 0.06 0.39 1.82 1093 1.02 10 100 1.05 1.75 0.06 0.36 1.71 1025 1.04 11 110 0.99 1.81 0.06 0.34 1.61 966 1.11 12 120 0.93 1.87 0.05 0.32 1.53 915 1.15 13 130 0.89 1.92 0.05 0.31 1.45 871 1.23 14 140 0.84 1.97 0.05 0.29 1.39 832 1.28 15 150 0.81 2.02 0.05 0.28 1.33 797 1.39 16 160 0.77 2.07 0.04 0.27 1.28 765 1.45 17 170 0.75 2.11 0.04 0.26 1.23 737 1.61 18 180 0.72 2.15 0.04 , 0.25 1.18 711 1.71 19 190 0.69 2.20 0.04 0.24 1.15 687 1.96 20 200 0.67 2.24 0.04 0.23 1.11 665 2.12 21 210 0.65 2.28 0.04 0.23* 1.08 645 2.59 22 220 0.63 2.31 0.04 0.22 1.04 626 2.95 23 230 0.61 2.35 0.04 0.21 1.02 609 4.34 24 240 0.60 2.39 0.03 0.21 0.99 593 6.11 25 250 0.58 2.42 0.03 0.20 0.96 578 24.46 26 260 0.57 2.46 0.03 0.20 0,94 564 3.48 27 270 0.55 2.49 0.03 0.19 0.92 550 2.33 28 280 0.54 2.52 0.03 0.19 0.90 538 1.82 29 290 0.53 2.55 0.03 0.19 0.88 526 1.53 30 300 0.52 2.58 0.03 0.18 0.86 515 1.33 31 310 0.51 2.61 0.03 0.18 0.84 504 1.18 32 320 0.50 2.64 0.03 0.17 0.82 494 1.08 33 330 0.49 2.67 0.03 0.17 0.81 485 0.99 34 340 0.48 2.70 0.03 0.17 0.79 475 0.92 35 350 0.47 2.73 0.03 0.16 0,78 467 0.86 36 360 0.46 2.76 0.00 0.00 0.00 0 0.81 SUM= 42745 cubic feet 0.98 acre-feet Checl*:: V = C*A*P6 V= 1.08 acre-feet 1011 - Postdevelopment Hydrograph 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE 1011 4.3 DETENTION BASIN CALCULATION NAHydrology & HydraulicsM 011 TabataM 011 PRELIMINARY HYDRO - 3rd.doc • ' y ' PE#1011 11:12AM8/14/2008 Detention Volume Analvsis - Pre-Development V = 12,690 cf - Post-Development V = 14,676 cf AV - 14,676 - 12,690 - 1,986 ~ 2,000 cf Detention structure sizing: Note: -Assume 2' freeboard within structure -Riser inside structure is 3'x8'x5' Concrete : 24'x5'xl9'- 2,280 cf Total Detention = 2,280-120- 2,160 cf HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE 1011 5.0 HYDRAULIC CALCULATIONS NAHydrology & HydraulicsM 011 TabataM 011 PRELIMINARY HYDRO - 3rd.doc PE#1011 11:12 AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE 1011 5.1 PRESSURE PIPEFLOW HYDRAULICS - PIPELINE «A" **************************************************************************** PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1452 Analysis prepared by; Pasco Engineering, Inc. 535 N. HWY 101, Suite A Solana Beach, CA 92075 ************************** 0ESCRIPTION OF STUDY ************************** * Tabata 10 Acre Hydraulic Analysis for Pipe "A" * * Carlsbad, CA • * * ************************************************************************** FILE NAME: 1011A3.DAT TIME/DATE OF STUDY; 16:24 06/03/2008 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS, DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 9.90 FLOWLINE ELEVATION = 9.70 PIPE DL^ETER(INCH) = 24.00 PIPE FLOW(CFS) = 24,46 ASSUMED DOWNSTREAM CONTROL HGL = 2,000 L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS SOFFIT CONTROL ASSUMED AT BEGINNING OF PIPE SYSTEM NODE 9,90;HGL=< 87.050>;EGL= < 87.991>;FLOWLINE= < 85.050> PRESSURE FLOW PROCESS FROM NODE 9.90 TO NODE 9,70 IS CODE = I UPSTREAM NODE 9,70 ELEVATION = 85.05 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 24.46 CFS PIPE DUVMETER = 24.00 INCHES PIPE LENGTH = 24.00 FEET MANNINGS N = 0.01300 SF=(Q/K)**2 = (( 24.46)/( 226.224))*^2 = 0.0116906 HF=L«SF = ( 24.00)*( 0.0116906) = 0.281 NODE 9.70:HGL=< 87.331>;EGL= < 88.272>;FLOWLINE= < 85.050> PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 75.07 NODE 9.70:HGL=< 87.050>;EGL= < 87.99f>;FLOWLINE= < 85,050> PRESSURE FLOW PROCESS FROM NODE 9,70 TO NODE 9,70 IS CODE = 2 UPSTREAM NODE 9,70 ELEVATION = 85.05 CALCULATE PRESSURE FLOW MANHOLE LOSSES(LACFCD): PIPE FLOW = 24,46 CFS PIPE DL^METER = 24.00 INCHES PRESSURE FLOW AREA = 3.142 SQUARE FEET FLOW VELOCITY = 7.79 FEET PER SECOND VELOCITY HEAD = 0,941 HMN = .05*(VELOCITY HEAD) = .05^( 0.941) = 0,047 NODE 9.70:HGL=< 87.097>;EGL= < 88.038>;FLOWLINE= < 85.050> N;\Hydroiogy & HydraulicsMOII TabataMOII PRELIMINARY HYDRO - 3rd.doc PE#1011 11:12 AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE1011 PRESSURE FLOW PROCESS FROM NODE 9.70 TO NODE 9.40 IS CODE = i UPSTREAM NODE 9.40 ELEVATION = 86.26 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD); PIPE FLOW = 24.46 CFS PIPE DL\METER = 24.00 INCHES PIPE LENGTH = 14.00 FEET MANNINGS N = 001300 SF=(Q/K)**2 = (( 24.46)/( 226.224))**2 = 0.0116906 HF=L*SF = ( I4.00)*( 0.0116906)= 0.164 NODE 9.40:HGL=< 87.261>;EGL= < 88.202>;FLOWLINE= < 86.260> PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 1.00 NODE 940:HGL=< 88,260>;EGL= < 89,20I>;FLOWLINE= < 86.260> PRESSURE FLOW PROCESS FROM NODE 9.40 TO NODE 9.40 IS CODE = 5 UPSTREAM NODE 9.40 ELEVATION = 86,26 CALCULATE PRESSURE FLOW JUNCTION LOSSES; NO. DISCHARGE DL\METER AREA VELOCITY DELTA HV 1 17.1 24.00 3.142 5.443 OOOO 0.460 2 24.5 24.00 3.142 7.786 ~ 0,941 3 OO 0.00 0.000 0,000 0.000 - 4 OO 0,00 0.000 0,000 0.000 - 5 7.4=05 EQUALS BASIN INPUT= LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED; DY=(Q2*V2-QI*VI*COS(DELTAI)-03*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((AH-A2)*16,l) UPSTREAM MANNINGS N = 0,01300 DOWNSTREAM MANNINGS N = 0,01300 UPSTREAM FRICTION SLOPE = 0.00571 DOWNSTREAM FRICTION SLOPE = 0,01169 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00870 JUNCTION LENGTH(FEET) = 5.00 FRICTION LOSS = 0.044 ENTRANCE LOSSES = 0.188 JUNCTION LOSSES = DY+HV1-HV2+(FRICTI0N LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 0,962+0,460-0.941+( 0.044)+( 0.188) = 0713 NODE 9.40:HGL=< 89.454>;EGL= < 89.9I4>;FLOWLINE= < 86.260> PRESSURE FLOW PROCESS FROM NODE 9.40 TO NODE 9.30 IS CODE = I UPSTREAM NODE 9.30 ELEVATION = 86.95 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD); PIPEFLOW= 17.10CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 8.00 FEET MANNINGS N = 0.01300 SF=(Q/K)*^2 = (( 17.I0)/( 226.224))**2 = 0 0057137 HF=L*SF = ( 8.00)*( 0-0057137)= 0.046 NODE 9.30:HGL=< 89.500>;EGL-< 89.960>;FLOWLINE= < 86.950> PRESSURE FLOW PROCESS FROM NODE 9.30 TO NODE 9.30 IS CODE = 5 UPSTREAM NODE 9.30 ELEVATION = 86.95 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 2 3 4 5 0.0=Q5 EQUALS BASIN INPUT= LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: 9.1 18.00 1.767 5.161 90,000 0,414 17.1 24.00 3.142 5.443 0.460 8.0 18.00 1.767 4.516 90,000 - OO 0.00 0.000 0.000 0,000 - N:\Hydrology & HydraulicsM Oil TabataMOII PRELIMINARYHYDR0-3rd.doc PE#10T1 11:12AM S/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr, - 26 Lot Subdivision PE1011 DY-(Q2*V2-Q1*V1*C0S(DELTA1)-Q3*V3^C0S(DELTA3)- Q4*V4*COS(DELTA4))/((AI+A2)*16,l) UPSTREAM MANNINGS N = 0,01300 DOWNSTREAM MANNINGS N = 0,01300 UPSTREAM FRICTION SLOPE = 0,00754 DOWNSTREAM FRICTION SLOPE = 0,00571 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0,00663 JUNCTION LENGTH(FEET) = 5,00 FRICTION LOSS = 0.033 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY+HVI-HV2+(FR1CTI0N LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 1.178+0.414-0,460f( 0-033)+( 0.000) = 1,164 NODE 9.30:HGL=< 90711>;EGL=< 9L124>;FLOWLINE= < 86.950> PRESSURE FLOW PROCESS FROM NODE 9.30 TO NODE 9.20 IS CODE = I UPSTREAM NODE 9.20 ELEVATION = 89.50 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD); PIPE FLOW = 9.12 CFS PIPE DLVMETER = 18.00 INCHES PIPE LENGTH = 77.00 FEET MANNINGS N = 0.01300 SF=(Q/K)**2 = (( 9.12)/( 105.043))**2 = 0.0075380 HF=L*SF = ( 77.00)*( 0.0075380)= 0.580 NODE 9.20;HGL=< 91.291>;EGL= < 91.705>;FLOWLINE= < 89.500> PRESSURE FLOW PROCESS FROM NODE 9.20 TO NODE 9,20 IS CODE = 2 UPSTREAM NODE 9.20 ELEVATION = 89.50 CALCULATE PRESSURE FLOW MANHOLE LOSSES(LACFCD): PIPE FLOW = 9.12 CFS PIPE DL^METER = 18.00 INCHES PRESSURE FLOW AREA = 1,767 SQUARE FEET FLOW VELOCITY = 5.16 FEET PER SECOND VELOCITY HEAD - 0414 HMN = ,05*(VELOCITY HEAD) = ,05*( 0.414) = 0.021 NODE 9.20:HGL=< 91.3I2>;EGL=< 9I.726>;FLOWLINE=< 89,500> PRESSURE FLOW PROCESS FROM NODE 9,20 TO NODE 9,10 IS CODE = 1 UPSTREAM NODE 9,10 ELEVATION = 94,83 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 9.12 CFS PIPE DIAMETER = 18,00 INCHES PIPE LENGTH = 183.00 FEET MANNINGS N = 0,01300 SF=(Q/K)**2 = (( 9,12)/( 105.043))**2 = 0.0075380 HF=L*SF = ( ]83.00)*( 0.0075380) = ] ,379 NODE 9.10:HGL=< 92,691>;EGL= < 93,105>;FLOWLINE=< 94,830> PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 3,64 NODE 9,I0:HGL=< 96.330>;EGL= < 96,744>;FLOWLINE= < 94,830> PRESSURE FLOW PROCESS FROM NODE 9,10 TO NODE 9,10 IS CODE = 5 UPSTREAM NODE 9.10 ELEVATION = 94.83 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 5.7 18.00 1.767 3.248 0.000 0.164 2 9.1 18.00 1.767 5.161 -0.414 3 3.4 18.00 1.767 1.913 90.000 - 4 OO 0.00 0.000 0.000 0.000 - 5 0.0=Q5 EQUALS BASIN INPUT= LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: D Y=(Q2* V2-Q1 * VI •C0S(DELTA1 )-Q3 • V3 *C0S(DELTA3)- N:\Hydrology & HydraulicsMOII Tabata\1 Oil PRELIMINARY HYDRO - 3rd.doc PE#1011 11:12 AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE1011 Q4* V4*COS(DELTA4))/((A 1+A2)* 16,1) UPSTREAM MANNINGS N = 0,01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE - 0.00299 DOWNSTREAM FRICTION SLOPE = 0,00754 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00526 JUNCTION LENGTH(FEET) = 5.00 FRICTION LOSS = 0,026 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY+HV1-HV2+(FRICTI0N LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 049^ 0164-0,4I4+( 0,026)+( 0.000) = 0,276 NODE 9.10:HGL=< 96.856>;EGL= < 97,020>;FLOWLINE= < 94.830> PRESSURE FLOW PROCESS FROM NODE 9.10 TO NODE 9,00 IS CODE = 1 UPSTREAM NODE 9.00 ELEVATION = 98,71 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPEFLOW= 5,74CFS PIPE DIAMETER = ISOOINCHES PIPE LENGTH = 194.00 FEET MANNINGS N = 0,01300 SF=(Q/K)**2-(( 5,74)/( 105.043))**2 = 0.0029860 HF=L*SF = ( 194,00)*( 0.0029860) = 0.579 NODE 9.00:HGL=< 97.435>;EGL= < 97.599>;FLOWLINE= < 98,710> PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFFT CONTROL = 2.77 NODE 9.00:HGL=< 100.210>;EGL= < 10O374>;FLOWLINE= < 98.7I0> PRESSURE FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 2 UPSTREAM NODE 9.00 ELEVATION- 98,71 CALCULATE PRESSURE FLOW MANHOLE LOSSES(LACFCD): PIPE FLOW = 5.74 CFS PIPE DIAMETER - 18.00 INCHES PRESSURE FLOW AREA = 1,767 SQUARE FEET FLOW VELOCFFY = 3.25 FEET PER SECOND VELOCITY HEAD = 0.164 HMN = .05^(VELOCrrY HEAD) = ,05*( 0.164) = 0,008 NODE 9.00:HGL=< 100.218>;EGL= < 10O382>;FLOWLINE= < 98.710> PRESSURE FLOW PROCESS FROM NODE 9.00 TO NODE 6.20 IS CODE = 1 UPSTREAM NODE 6.20 ELEVATION = 99,71 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 5.74 CFS PffE DIAMETER - 18.00 INCHES PIPE LENGTH = 50.00 FEET MANNINGS N = 0.01300 SF=(Q/K)**2 = (( 5.74)/( I05,043))**2 = 0,0029860 HF=L*SF = ( 50.00)*( 0,0029860) = 0149 NODE 6.20;HGL=< I00.367>;EGL= < 100.53I>;FLOWLINE= < 99,7I0> PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 0.84 NODE 6.20:HGL=< 10L210>;EGL= < 10I.374>;FLOWLINE= < 99.710> PRESSURE FLOW PROCESS FROM NODE 6,20 TO NODE 6.20 IS CODE = 5 UPSTREAM NODE 620 ELEVATION = 99.71 CALCULATE PRESSURE FLOW JUNCTION LOSSES; NO. DISCHARGE DL^METER AREA VELOCITY DELTA HV I OO 18.00 1,767 0,000 0.000 0.000 2 5,7 18.00 1.767 3,248 ~ 0164 3 OO 0.00 0.000 0,000 0,000 - 4 OO 0,00 0.000 0,000 0.000 - 5 5.7= =Q5 EQUALS BASIN INPUT= N:\Hydrology & HydraulicsM Oil TabataMOII PRELlMINARYHYDR0-3rd.doc PE#1011 11:12 AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE 1011 LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTA1)-Q3*V3*C0S(DELTA3)- Q4*V4*COS(DELTA4))/((Al+A2)*16,l) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0,00000 DOWNSTREAM FRICTION SLOPE = 0,00299 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00149 JUNCTION LENGTH(FEET) = 5,00 FRICTION LOSS =• 0,007 ENTRANCE LOSSES = 0,033 JUNCTION LOSSES = DY+HV1-HV2+(FRICTI0N LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES- 0.328+0,000-0.164+( 0.007)+( 0.033) = 0,204 NODE 6.20:HGL=< 10I,578>;EGL= < 101,578>;FLOWLINE= < 99.710> END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM NAHydrology & HydraulicsMOII TabataMOII PRELIMINARY HYDRO - 3rd,doc PE#1011 11:12 AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr, - 26 Lot Subdivision PE 1011 5.2 PRESSURE PIPEFLOW HYDRAULICS - PIPELINE "B" **************************************************************************** PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference; LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 8,0 Release Date; 01/01/2002 License ID 1452 Analysis prepared by: Pasco Engineering, Inc. 535 N. HWY 101, Suite A Solana Beach, CA 92075 ************************** DESCRIPTION OF STUDY ************************** * Tabata 10 Acre Hydraulic Analysis Pipe "B" * * Cailsbad, CA • * * ************************************************************************** FILENAME: 1011B3.DAT TIME/DATE OF STUDY: 16:35 06/03/2008 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA; NODE NUMBER = 9,90 FLOWLINE ELEVATION = 85.05 PIPE DIAMETER(INCH)= 24,00 PIPE FLOW(CFS) = 24.46 ASSUMED DOWNSTREAM CONTROL HGL = 2,000 L.A, THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS SOFFIT CONTROL ASSUMED AT BEGINNING OF PIPE SYSTEM NODE 9,90:HGL=< 87.050>;EGL= < 87.991>;FLOWLINE= < 85.050> PRESSURE FLOW PROCESS FROM NODE 9.90 TO NODE 9.70 IS CODE = 1 UPSTREAM NODE 9,70 ELEVATION = 85,05 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 24.46 CFS PIPE DL\METER = 24,00 INCHES PIPE LENGTH = 24.00 FEET MANNINGS N = 0.01300 SF=(Q/K)**2 = ({ 24,46)/( 226.224))**2 = OOl 16906 HF=L*SF = ( 24,00)*( 0.0116906) = 0,281 NODE 9,70;HGL=< 87.331>;EGL= < 88.272>;FLOWLINE= < 85,050> PRESSURE FLOW PROCESS FROM NODE 9.70 TO NODE 9.70 IS CODE - 5 UPSTREAM NODE 9.70 ELEVATION = 85,05 CALCULATE PRESSURE FLOW JUNCTION LOSSES; NO, DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 24,5 24.00 3.142 7.786 OOOO 0.94] 2 24.5 24,00 3,142 7.786 ~ 0,941 3 0.0 0.00 0,000 0.000 0.000 - 4 0,0 0.00 0.000 0,000 0.000 - 5 0.0=Q5 EQUALS BASIN [NFUT= LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1'V1*C0S(DELTA1)-Q3^V3*C0S(DELTA3)- Q4* V4*COS(DELTA4))/((AI+A2)* 16.1) NAHydrology & HydrauficsMOU Tabata\1011 PRELIMINARY HYDRO - 3rd.doc PE#1011 11:12 AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE1011 UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.01169 DOWNSTREAM FRICTION SLOPE = 0.01169 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01169 JUNCTION LENGTH(FEET) = 5.00 FRICTION LOSS = 0.058 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY+HV1-HV2+(FRICTI0N LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 0.000+0.941-0.941+( 0.058)+( 0.000) = O058 NODE 9,70:HGL=< 87.389>;EGL= < 88.330>;FLOWLINE= <: 85,050> PRESSURE FLOW PROCESS FROM NODE 9,70 TO NODE 9,40 IS CODE = 1 UPSTREAM NODE 9,40 ELEVATION = 86.26 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 24,46 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 14.00 FEET MANNINGS N = 0,01300 SF=(Q/K)**2 = (( 24.46)/( 226,224))**2 = 0.0116906 HF=L*SF = ( I4.00)*( 0,0i 16906) = 0,164 NODE 9.40;HGL=< 87,553>;EGL= < 88.494>;FLOWLINE= < 86,260> PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 0,71 NODE 9,40;HGL=< 88.260>;EGL= < 89.201>;FL0WLINE= < 86.260> PRESSURE FLOW PROCESS FROM NODE 9,40 TO NODE 9.40 IS CODE = 5 UPSTREAM NODE 9.40 ELEVATION = 86.26 CALCULATE PRESSURE FLOW JUNCTION LOSSES:, NO. DISCHARGE DL^ETER AREA VELOCITY DELTA HV 1 17.1 24.00 3,142 5,443 OOOO 0.460 2 24.5 24.00 3,142 7.786 ~ 0.941 3 0.0 0.00 0.000 0.000 0.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 7.4=Q5 EQUALS BASIN INPUT= LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED; DY=(Q2*V2-Ql*Vl^COS(DELTAI)-Q3*V3*COS(DELTA3)- Q4*V4*C0S(DELTA4))/((A1+A2)*16.I) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N - 0,01300 UPSTREAM FRICTION SLOPE = 0,00571 DOWNSTREAM FRICTION SLOPE = 0.01169 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00870 JUNCTION LENGTH(FEET) = 5.00 FRICTION LOSS = 0,044 ENTRANCE LOSSES = 0.188 JUNCTION LOSSES = DY+HV1-HV2+(FRICTI0N LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 0,962+0,460-0.941+( 0,044)+( 0.188) = 0.713 NODE 9.40:HGL=< 89,454>;EGL= < 89.914>;FLOWLINE= < 86,260> PRESSURE FLOW PROCESS FROM NODE 9,40 TO NODE 9.30 IS CODE = 1 UPSTREAM NODE 9.30 ELEVATION = 86,95 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 17.10 CFS PIPE DDVMETER = 24.00 INCHES PIPE LENGTH = 8.00 FEET MANNINGS N - 0.01300 SF=(Q/K)**2=(( 17.]0>/( 226.224))**2 = 0.0057137 HF=L*SF = ( 8.00)*( 00057137)= 0.046 NODE 9.30;HGL=< 89.500>;EGL= <: 89.960>;FLOWLINE= < 86.950> PRESSURE FLOW PROCESS FROM NODE 9.30 TO NODE 9.30 IS CODE = 5 N:\Hydrology & HydraulicsMOII TabataMOII PRELIMINARY HYDRO - 3rd.doc PE#1011 11:12 AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE1011 UPSTREAM NODE 9.30 ELEVATION = 86.95 CALCULATE PRESSURE FLOW JUNCTION LOSSES; NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 7,6 18.00 1.767 4278 90.000 0.284 2 17.1 24.00 3.142 5.443 ~ 0.460 3 9.5 18.00 1.767 5.399 90.000 - 4 0,0 0,00 0.000 0.000 0.000 - 5 0,0=Q5 EQUALS BASIN INPUT= LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2^V2-Ql^VI^COS(DELTAI)-Q3^V3*COS(DELTA3)- Q4*V4*C0S(DELTA4))/((A1+A2)* 16,1) UPSTREAM MANNINGS N = 0,01300 DOWNSTREAM MANNINGS N - 0,01300 UPSTREAM FRICTION SLOPE = 0.00518 DOWNSTREAM FRICTION SLOPE = 0,00571 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0,00545 JUNCTION LENGTH(FEET) = 5.00 FRICTION LOSS = 0.027 ENTRANCE LOSSES = 0,000 JUNCTION LOSSES = DY+HVl -HV2+(FRICTI0N LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 1.178+0.284-0.460+( 0.027)+( 0,000) = 1.029 NODE 9,30;HGL=< 90.705>;EGL-< 90,989>;FLOWLINE= < 86.950> PRESSURE FLOW PROCESS FROM NODE 9.30 TO NODE 9.50 IS CODE = 1 UPSTREAM NODE 9.50 ELEVATION = 90.43 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD); PIPE FLOW = 7.56 CFS PIPE DL\METER = 18.00 INCHES PIPE LENGTH = 174.00 FEET MANNINGS N = 0.01300 SF=(Q/K)**2 = (( 7,56)/( 105.043))'**2 = 0.0051797 HF=L*SF = ( 174,00)»( 0,0051797) = 0.901 NODE 9.50:HGL=< 91.606>;EGL= < 91.890>;FLOWLINE=< 90.430> PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 0.32 NODE 9.50:HGL=< 91.930>;EGL= < 92.214>;FLOWLINE= < 9O430> PRESSURE FLOW PROCESS FROM NODE 9.50 TO NODE 9.50 IS CODE - 2 UPSTREAM NODE 9.50 ELEVATION = 90.43 CALCULATE PRESSURE FLOW MANHOLE LOSSES(LACFCD); PIPE FLOW = 7.56 CFS PIPE DIAMETER = 18.00 INCHES PRESSURE FLOW AREA = 1.767 SQUARE FEET FLOW VELOCITY = 4.28 FEET PER SECOND VELOCITY HEAD = 0.284 HMN = .05•(VELOCITY HEAD) = .05*( 0.284) = 0.014 NODE 9.50:HGL=< 9I.944>;EGL= < 92.228>;FLOWLINE= < 90.430> PRESSURE FLOW PROCESS FROM NODE 9.50 TO NODE 9.60 IS CODE = 1 UPSTREAM NODE 9.60 ELEVATION = 93,75 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD); PIPE FLOW = 7.56 CFS PIPE DL^JvIETER = 18.00 INCHES PIPE LENGTH = 178,00 FEET MANNINGS N = O0I300 SF={Q/K)«*2 = (( 7.56)/( 105.043))^*2 = O0051797 HF=L*SF = ( 178,00)*( 0,0051797) = 0,922 NODE 9.60:HGL=< 92.866>;EGL= < 93,I50>;FLOWLINE= < 93.750> PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 2.38 NODE 9.60;HGL=< 95.250>;EGL= < 95.534>;FLOWLINE= < 93.750> N:\Hydrology & HydraulicsM 011 TabataM 011 PRELIMINARY HYDRO - 3rd.doc PE#1011 11:12 AM 8/14/2008 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE 1011 PRESSURE FLOW PROCESS FROM NODE 9.60 TO NODE 9.60 IS CODE = 5 UPSTREAM NODE 9.60 ELEVATION = 93.75 7.6 18.00 1.767 4.278 90.000 0.284 7.6 18.00 1.767 4.278 ~ 0.284 OO 0.00 OOOO OOOO 0.000 - OO 0.00 0.000 0.000 0.000 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DL\METER AREA VELOCITY DELTA HV 1 2 3 4 5 0,0-=Q5 EQUALS BASIN INPUT= LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED; DY=(Q2*V2-Q1*V1*C0S(DELTA1)-Q3*V3*C0S(DELTA3)- Q4*V4'*C0S(DELTA4))/((A1+A2)*16,1) UPSTREAM MANNINGS N = 0,01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.00518 DOWNSTREAM FRICTION SLOPE = 0.00518 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00518 JUNCTION LENGTH(FEET) = 5.00 FRICTION LOSS = 0.026 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY+HVI-HV2+(FRICTI0N LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 0.568+0.284-0.284+( 0.026)+( 0.000) = 0.594 NODE 9.60:HGL=< 95.844>;EGL= < 96.128>;FLOWLINE= < 93.750> PRESSURE FLOW PROCESS FROM NODE 9.60 TO NODE 7.00 IS CODE = I UPSTREAM NODE 7,00 ELEVATION = 94.20 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 7.56 CFS PIPE DIAMETER = 18,00 INCHES PIPE LENGTH = 14.00 FEET MANNINGS N = 0.01300 SF=(Q/K)**2 = (( 7.56)/( I05.043))**2 = 0.0051797 HF=L*SF = ( 14.00)*( O.OOS 1797) = O073 NODE 7.00:HGL=< 95.917>;EGL= < 96.20I>;FLOWLINE= < 94.200> PRESSURE FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 5 UPSTREAM NODE 7.00 ELEVATION = 94.20 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DUVMETER AREA VELOCITY DELTA HV 1 OO 18.00 1.767 0.000 0.000 0.000 2 7.6 18.00 1.767 4.278 ~ 0.284 3 0.0 0.00 0.000 0.000 0.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 7.6= =Q5 EQUALS BASIN INPUT= LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED; D YKQ2* V2-Q1 • VI *C0S(DELTAI)-Q3 •V3^COS(DELTA3)- Q4*V4*COS(DELTA4))/((AI+A2)*16.1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.00000 DOWNSTREAM FRICTION SLOPE = 0.00518 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00259 JUNCTION LENGTH(FEET) = 5.00 FRICTION LOSS = 0.013 ENTRANCE LOSSES = 0.057 JUNCTION LOSSES = DY+HV1-HV2+(FRICTI0N LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 0.568+OOOO-0.284+( 0.013)+( 0.057) = 0.354 NODE 7.00:HGL=< 96.555>;EGL= < 96.555>;FLOWLINE-< 94.200> END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM N:\Hydrology & HydraulicsM Oil TabataMOII PRELIMINARYHYDR0-3rd.doc PE#1011 11:12 AM 8/14/2008 HYDRAULIC NODE MAP 9.2 CLEANOUT RIM^95.78 IE^89.50 ZL 9.1 9.0 CLEANOUT RIM^104.1i 7? CLEANOUT RIM=i05.71 IE=9d.71 50 9.4 CURB INLET Rm=95.75 FL=94.92 174- 9.3 CLEANOUT IE=S6.95 8.0 CATCH BASIN FL^i02.30 IE^96.91 6.2 CUFB IM-ET RIM=106.57 FL=i05J4 IE=99.7i 9.5 CLEANOUT RIM^96.85 IE=90.43 178 • 7.0 CURB INLEr Rm^98.8i FL=97.99 IE=94.20 9.6 CLEANOUT RIM=98.48 IE=93.75 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE 1011 5.3 PROPOSED PUBLIC STREET FULL FLOW CAPACITY - 100-YEAR STORM N:\Hydrology & HydraulicsM011 TabataMOl 1 PRELIMINARY HYDRO - 3rd.doc PE# 1011 11:12AM 8/14/2008 40' Public Street Flow Capacity Worksheet for Irregular Channel Project Description Project File n:\haested\academic\fmw\1011 stre.fm2 VVoricsheet 40' Public Street Capacity Flow Element Irregular Channel Metliod Manning's Formula Solve For Discharge Input Data Channel Slope 0.01 OOOO ft/ft Water Surface Elevation 4.81 ft Elevation range: 4.31 ft to 5.91 ft. Station (ft) Elevation (ft) Stail Station 0.00 . 5.00 0.00 9.50 4.81 10.00 4.81 10.17 4.31 11.50 4.43 50.00 5.21 50.00 5.71 50.50 5.71 60.00 5.91 End Statton 60.00 Roughness 0.015 Results Wtd. Mannings Coefficient 0.015 Discharge 14.07 cfs Flow Area 4.14 ft' Wetted Perimeter 20.62 ft Top Width 20.25 ft Height 0.50 ft Critical Depth 4.87 ft Critical Slope 0.005646 ft/ft Velocity 3.40 ft/s Velocity Head 0.18 ft Specific Energy 4.99 ft Froude Number 1.32 Flow is supercritical. 08/14/06 11:17:06 AM Haestad Metticds, Inc. Academic Edition 37 Brookside Road W/aterbury, CT 06708 (203) 755-1666 FlowMaster v5.17 Page 1 of 1 40' Street Flow Capacity Cross Section for Irregular Channel Project Description Project File n:\haested\academic\fmw\1011stre.fm2 Worksheet 40' Public Street Capacity Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.015 0.010000 ft/ft 4.81 ft 14.07 cfs 7 c o LU 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 60.0 Station (ft) 08/14/08 11:17:29 AM Academic Edition Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 FlovtfMaster v5.17 Page 1 of 1 34' Public Street Flow Capacity Worksheet for Irregular Channel Project Description Project File n:\haested\academic\fmw\1011 stre.fm2 Worlisheet 34' Public Street Flow Capacity FlowElement Irregular Channel Method Manning's Formula Solve For Discharge Inpul Data Channel Slope Water Surface Elevation Elevation range: 4.25 ft to 5.78 ft. 0.010000 ft/ft 4.75 ft Station (ft) Elevation (ft) 0.00 5.00 12.50 4.75 13.00 4.75 13.17 4.25 14.50 4.38 47.00 5.03 47.00 5.53 47.50 5.53 60.00 5.78 Start Station 0.00 End Station 60.00 Roughness 0.015 Results Wtd. Mannings Coefficient 0.015 Discharge 14.07 cfs Flow Area 4.14 ft^' Wetted Perimeter 20.62 ft Top Width 20.25 ft Height 0.50 ft Critical Depth 4.81 ft Critical Slope 0.005646 ft/ft Velocity 3.40 ft/s Velocity Head 0.18 ft Specific Energy 4.93 ft Froude Number 1.32 Flow is supercritical. 08/14/08 11:18:07 AM Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, GT 06708 (203) 755-1666 Flow/Master v5.17 Page 1 of 1 34' Public Street Flow Capacity Cross Section for Irregular Channel Project Descnption Project File n:\haested\academic\fmw\1011stre.fm2 Worksheet 34' Public Street Flow Capacity FlowElement Irregular Channel Method Manning's Formula Solve For Discharge Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discliarge 0.015 0.010000 ft/ft 4.75 ft 14.07 cfs III 1^ c .2 5.( CO > 0) UJ 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 60.0 Station (ft) 08/14/08 11:18:11 AM Academic Edition Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Flovt/Master v5.17 Page 1 of 1 HYDROLOGY STUDY for 2311 Camino Hills Dr. - 26 Lot Subdivision PE 1011 6.0 85™ PERCENTILE PEAK FLOW NAHydrology & HydraulicsMOl 1 TabataMOl 1 PRELIMINARY HYDRO - 3rd.doc PE# 1011 11:12 AM 8/14/2008 Numerical Sizing Summary Tabata 10-Ac Carlsbad Label Area (SF/Acres) Treatment Method Capacity Adequate Area 1 30,474/0.70 Filterra 1.12 Ac Yes Area 2 15,282/0.35 Filterra 1.12 Ac Yes Area 3 21,120/0.48 Grass Swale 0.50 Ac Yes Area 4 19,232/0.44 Filterra 1.12 Ac Yes Area sub-basins can be seen on the Post Construction BMP Plan SSTH PERCENTILE PEAK FLOW FOR AREA 3 Modified Rational Method - Effective for Watersheds < 1.0 mi -2 Project Name |Tabata 10 Acre - 26 Lot Subdivision | Jurisdiction |City of Carlsbad | BMP T/pe Grass Swale Parallel to Road located in Lot 27 RATIONAL METHOD RESULTS Q = CIA where V = CPA where Q = C = 1 = A = V = C = P = A = Total Drainage Area Q: C = 1 = P = A = 85th Percentile Peak Flow (cfs) Runoff Coefficient Rainfall Intensity (0.2 inch/hour per RWQCB mandate) Drainage Area (acres) 85th Percentile Runoff Volume (acre-feet) Runoff Coefficient 85th Percentile Rainfall (inches) Drainage Area (acres 0.49 0.2 inch/hour 0.61 inches 0.5 acres* 0.05 cfs *Note: Area represents area of impervious surface that is directed to flow through the above referenced grass swale. Treatment Swale Numerical Sizing Given: Design flow 0.05 cfs Residence time (req) 9 minutes From Flowmaster v 5.17 Velocity (v) 0.58 fps Required Length of Channel: L^vt Therefore: 9 min X 60 sec/min X 0.58 fps = 313 ft Required Length= 313 ft Actual Length = 330 ft Actual > Required ^ OK 85th Grass Swale Worksheet for Trapezoidal Channel Project Description Project File n:\haested\academic\fmw\1011 .fm2 Worlcsheet 85th Grass Swale Flow Element Trapezoidal Channel Mettiod Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Bottom Width Discharge 0.030 0.01 OOOO ft/ft 2.000000 H : V 2.000000 H : V 2.00 ft 0.21 cfs Results Depth 0.10 ft Flow Area 0.21 ft" Wetted Perimeter 2.44 ft Top Wdth 2.39 ft Critical Depth 0.07 ft Critical Slope 0.033372 ft/ft Velocity 0.98 ft/s Velocity Head 0.01 ft Specific Energy 0.11 ft Froude Number 0.58 Flow is subcritical. 08/14/08 11:19:40 AM Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Flow^Master v5.17 Page 1 of 1 WESTERN ZONE Engineering Design Assistance Kit (DAKit) v07b- WZ Bioretention Systems A GroiVlnq idea in Stormwater Filtration (866) 349-3458 (866) 349-3458 (951)359-3439 design@filterra.com www.fllterra.com Sales Engineering Fax E-mail Web Filterra' Stormwater Bioretention Filtration System Copyrig ht © 2008 by Filterra a Division of Americast fiitGrrdi Filterra® Overview Bioretention Systems Stormwater Bioretention Filtration System Save valuable space with small footprint for urban sites Improve BMP aesthetics with attractive trees or shrubs Reduce lifetime cost with safer and less expensive maintenance Remove Poilutants and Comply with NPDES Filterra® is weli-suited for the ultra-urban environment with high removal efficiencies for many pollutants such as petroleum, heavy metals, phosphorus, nitrogen, TSS and bacteria. Filterra® is similar in concept to bioretention in its function and applications, with the major distinction that Filterra® has been optimized for high volume/flow treatment and high pollutant removal. It takes up little space (often 0.2% Filter Surface Area/Drainage Area) and may be used on highly developed sites such as landscaped areas, green space, parking lots and streetscapes. Filterra® is exceedingly adaptable and is the urban solution for Low Impact Development. Stormwater flows through a specially designed filter media mixture contained in a landscaped concrete container. The filter media captures and immobilizes pollutants; those pollutants are then decomposed, volatilized and incorporated into the biomass of the Filterra® system's micro/macro fauna and flora. Stormwater runoff flows through the media and into an underdrain system at the bottom of the container, where the treated water is discharged. Higher flows bypass the Filterra® via a downstream inlet structure, curb cut or other appropriate relief Expected Average Pollutant Removal Rates (Ranges Varving with Particle Size. Pollutant Loading and Site Conditions") TSS Removal 85% Phosphorous Removal 73% Nitrogen Removal 43% Heavy Metal Removal 33% - 82% Fecal Coliform 57% - 76% * Predicted Oil & Grease > 85% * Standard Blend www.filterra.com Bioretention Systems Design Guidelines for Using Filterra® 1. Do not place in a sump condition. The Filterra® cannot be used as a stand alone inlet - it will need effective bypass during higher intensity rainfall events. Plans MUST show Filterra® Top Curb (TC) and.Flow Line (FL) spot elevations and also bypass TC (where applicable) and bypass FL spot elevations. The Filterra® TC and FL elevations MUST be higher than the bypass TC and FL elevations for effective bypass. Use Drawing FLP-2 (p.24) as a detail on the project plans. 2. For proper trash collection ensure a minimum 4" and maximum 6" Filterra® throat opening depth and use Drawing CGT-04 {p.25) as a detail on the project plans. 3. Do not direct surface flow to the Filterra® in a "head-on" configuration. Refer to Guidelines GUI-A (p.12) and 0U2 (p. 13) for grading design that encourages flow to enter a Filterra® in a cross linear flow - ieft-to-right or righl to-left in the gutter in front of the throat, as per a wet curb which prevents system damage. During extreme storm events the excess flow should continue past the Filterra® to a bypass inlet or other means of relief. Guideline GU3, Parking Lot Comers, shows common situations (p.14). 4. To calculate which size Filterra® is required, use Table 1, Filterra® Quick Sizing Table, appropriate to the project's geographical region and target treatment regime (p.l I). The entire contributing drainage area to the Filterra® should be considered and the minimum allowable C factors noted. The maximum contributing drainage area will vary with site conditions. For further information relating to sizing, please contact Filterra. 5. To ensure correct installation, include the Standard Filterra® Plan Notes (p.26-27) on your Filterra® detail project sheet, as well as detailed drawings FLP-2 and CGT-4 (p.24,25). 6. Positive drainage of each Filterra® unit's effluent treatment pipe is required to prevent free standing water from accumulating in the system or underdrain. This could occur due to tidal influences or improper connection of Filterra's effluent pipe to a bypass structure or other outfall. 7. Send plans and the completed Filterra® Project Information Form (p.9) to Americast for Filterra® placement review. Plan sheets should include grading, drainage areas, stormwater schedules or profiles, landscape sheets and Filterra® detail sheets. THIS REVIEW IS MANDATORY for warranty to apply and helps ensure that each Filterra® system operates efficiently to maximize performance and minimize maintenance. Our staff also looks for value engineering opportunities. Methods of sending infonnation for review are as follows: E-mail: design@filterra.com Mail or other: AutoCAD or PDF files Filterra Review Fax: (951) 359-3439 3380 La Sierra Ave., Suite 104-284 Toll Free: (866) 349-3458 Riverside, CA 92503 www.filterra.CDm Bioretention Systems Items Considered in Americast's Filterra® Plan Reviews Following is a summary list ofthe items Americast considers during plan review. Plan sheets should include grading, drainage areas, stormwater schedules or profiles, landscape sheets and Filterra® details. Notes , • Filterra® Structure Label or Identification Number • Planned Filterra® Box Size • Filterra® Contributing Drainage Area (not the bypass inlet Drainage Area) • The C Factor for each individual Filterra® drainage area Checks The plarmed Filterra® box size meets project's regional sizing specification Spot elevations (Top Curb & Flow Line) for Filterra® and bypass (TC & FL) The Filterra® spot elevations (TC & FL) are higher than bypass spot elevations The grading design encourages cross linear flow and not head-on flow Filterra® invert elevations are shown (3.5' below TC) Filterra® effluent treatment pipe invert elevations are higher than bypass structure or other out fall invert elevations The Filterra® outlet drain pipe is sized correctly The oudet drain pipe exits perpendicular to the Filterra® wall For any conflicting structures such as storm drain pipes below Filterra® For most efficient placement of Filterra® units Plans include Filterra® details listed below: FLP-2: Filterra^ Typical Flow Line and Outlet Pipe Relationship CGT-04: Filterra"^ Throat Opening and Gutter or Flume Detail Filterra " Standard Plan Notes ( 2 pages ) www.fiiterra.com Filterra® Project Process Flowchart - Design to Maintenance Engineer Revises Projecl Sue Design Project Goes Out to Bid Project is Awarded Filterra" Orcleiecl from Americast Filterra''' is Produced and Stiipped by Americast Filterra* is Installed by Sitework Conlractor Filterra* is Activated by AmericAst Filterra"' Maintenance Reports Available from Americast upon Request Filterra* Maintenance Records Stored in AmcricRst Database • Filterra" is Maintained by Americast for 1 Year Filterra^ Annual Mainlenance Conlract wilh Americast Design Phase Construction Phase Maintenance Phase Bold ilenis indicale services provided by Americast 01/04/05 Bioretention Systems Table 1: tterra® Quick Sizing Table (Western Zone in/lir Uniform Intensity Approach) Available Filterra® Box Sizes (feet) Recommended Commercial Contributing Drainage Area (acres) where C = 0.85 Outlet Pipe 4x6.5 or 6.5x4 up to 0.35 4" SDR-35 PVC 4x8 or 8x4 0.36 to 0.44 4" SDRr35 PVC Standard 6x6 0.45 to 0.49 4" SDR-35 PVC 6x8 or 8x6 0.50 to 0.65 4" SDR-35 PVC 6x10 or 10x6 0.66 to 0.82 6" SDR-35 PVC 6x12 or 12x6 0.83 to 0.98 6" SDR-35 PVC Available Filterra® Box Sizes (feet) Recommended Residential Contributing Drainage Area (acres) where C = 0.50 Outlet Pipe 4x6.5 or 6.5x4 up to 0.60 4" SDR-35 PVC 4x8 or 8x4 0.61 to 0,74 4" SDR-35 PVC Standard 6x6 0.75 to 0.83 4" SDR-35 PVC 6x8 or 8x6 0.84 to 1.11 4" SDR-35 PVC 6x10 or 10x6 1.12 to 1.39 6" SDR-35 PVC 6x12 or 12x6 1.40 to 1.67 6" SDR-35 PVC Notes: 1. All boxes are a standard 3.5 feet depth (INVto TC) 2. A standard SDR-35 PVC pipe coupling is cast into the wall for easy connection to discharge drain 3. Dimensions shown are internal. Please add 1' to each external (using 6" walls) 4. In line with TR55 data, for Commercial Developments a minimum (runoff coefficient) C factor of 0.85 is recommended. For Residential Developments, use of C factors less than 0.5 require individual site review by Filterra. 5. Please ask for Sizing Tables for other target treatment goals, e.g. 0,3 in/hr 6. This sizing table is valid only for CA, NV, AZ, OR, ID, AK & HI www.filterra.com GRADING AND GUTTER FLOW CURB (TYP) GUTTER FLOW TO BYPASS GUTTER FLOW FROM CONTRIBUTING DRAINAGE AREA GUTTER FLOW GRADING AND CURB AND GUTTER SHOULD BE SUCH THAT GUTTER FLOW APPROACHES THE FILTERRA FROM ONE SIDE OF THE THROAT AND FLOWS AWAY FROM THE FILTERRA ON THE OPPOSITE SIDE DURING EXTREME STORM EVENTS. DESIGN OR INSTALLATION SUCH THAT FLOW APPROACHES FROM BOTH SIDES WILL RESULT IN SITE MAINTENANCE ISSUES AND VOID MANUFACTURER'S MAINTENANCE PROGRAM AND WARRANTY. INCORRECT MODIFICATIONS OF DRAWINGS ARE ONLY PERMITTED BY WRITTEN AUTHORIZATION FROM FILTERRA CORRECT Copyright © 2007 by Americas! DATE: 12-21-04 DWG: GUI FILTERRA® GUIDELINES GRADING AND GUTTER FLOW us PAT 6.277.274 AND 6,569,321 AVOID "HEAD-ON" GUTTER FLOW PROBLEM FLOW FROM THE ADJACENT GUTTER HITS THE FILTERRA "HEAD-ON". THIS CAN CAUSE SYSTEM DAMAGE (MEDIA EROSION OR SUSPENSION). REGARDLESS OF WHETHER BYPASS IS PROVIDED THIS IS A PROBLEM SCENARIO. GUTTER FLOW SHOULD APPROACH THE FILTERRA PARALLEL TO THE THROAT SO THAT WATER FLOWS IN A LINEAR PATTERN IN FRONT OF THE THROAT. DURING EXTREME STORM EVENTS, EXCESS WATER SHOULD CONTINUE TO FLOW IN FRONT OF THE FILTERRA TO A BYPASS INLET OR OTHER RELIEF. POSSIBLE SOLUTIONS MODIFICATIONS OF DRAWINGS ARE ONLY PERMITTED BY WRITTEN AUTHORIZATION FROM FILTERRA Copyright ® 2007 by Americasi DATE: 12-22-04 DWG: GU2 FILTERRA® GUIDELINES AVOID "HEAD-ON" GUTTTER FLOW us PAT 6,277,274 AND 6,569.321 PARKING LOT CORNERS PROBLEM RESULTING COr^lBUTlNG DRAIhJAGE AREA IS MOST UKELY ONLY WHAT IS CAPRJRED AND RETAINED IN THE DEPTH OF THE CURB AND GUTTER ARROWS SHOW PROBABLE SURFACE FLOW RLTERRA PROBLEM MODIFICATIONS OF DRAWINGS ARE ONLY PERMITTED BY WRITTEN AUTHORIZATION FROM FILTERRA POSSIBLE PU\CEMENT SOLUTIONS Copyright e 2007 by Araericasl DATE: 12-14-04 DWG: GU3 FILTERRA® GUIDELINES PARKING LOT CORNERS us PAT 6,277,274 AND 6,569,321 Sioretenlion Systems Section B Filterra® Plans, Placement & Grading Scenario Ideas to Ensure Maximum Efficiency & Minimum Space Used Toll Free:{S66)349-34.S8 Fax: {95!) .S59-3439 desi«iv'£i.;filterra.coni www.filterra.com RLTERRA • CURB INLET RLTERRA • LOW POINT LOW POINT J c • RLTERRA CURB INLET • RLTERRA FILTERRA CURB INLET RLTERRA LOW POINTS AT 2 SIDES RLTERRA RLTERRA CURB INLET RLTERRA [B]^ CURB INLET RLTERRA RLTKRA CURB INLET RLTERRA LOW POINTS AT 4 CORNERS RLTERRA ARROWS INDICATE DIRECTION OF SURFACE DRAINAGE FLOW LOW LOW MODIFICATIONS OF DRAWINGS ARE ONLY PERMITTED BY WRITTEN AUTHORIZATION FROM RLTERRA J c CURB INLET RLTERRA RLTERRA — CURB INLET RLTERRA LOW POINTS AT 2 CORNERS Copyrighl © 2007 by Americast DATE: 01-03-05 DWG: PLGl FILTERRA® EXAMPLE SCENARIOS TYPICAL PARKING LOT APPLICATIONS us PAT 6,277,274 AND 6,569.321 TO BYPASS REUEF LOWER ELEVATION CURB CLfT (f RLTERRA H UNfT PAVED AREA CONCRETE OR PAVED FLUME HIGHER ELEVATION CURB CUT 7 PARKING LOT ISLAND V THROAT CURB OYP) \^ PAVED AREA ON-GRADE ISLAND IN OPEN PARKING LOT PAVED AREA CURB CTYP) 7 CURB / CUT (( PARKING \l LOT ISLAND O PAVED ARE^ CURB _y* CUT q 1 FILTERRA UNfT CURB INLET (LOW POIKT) CONCRETE OR PAVED FLUME FILTERRA UNfT LOW POINT ISLAND AT SIDE OF PARKING LOT MODIFICATIONS OF DRAWINGS ARE ONLY PERMfTTED BY WRITTEN AUTHORIZATION FROM FILTERRA FLUME (SLOPED TOWARD RLTERRA THROAT) 4" MIN 6" MAX CAST-IN-PLACE aUME St GUTTER PRECAST RLTERRA BOX WALL CURB GUTTER TRANSmON TO PROVIDE POSITIVE DRAINAGE TO THROAT OPENING SECTION VIEW OF FILTERRA THROAT AND FLUME THROAT CONCRETE OR PAVED FLUME ON-GRADE ISLAND AT SIDE OF PARKING LOT Copyright © 2007 by Americasi DATE: 01-03-05 DWG: PLG2 FILTERRA® EXAMPLE SCENARIOS PARKING LOT ISLAND APPLICATIONS em us PAT 6^77.274 AND 6,569,321 PAVED AREA CROWNED CONCRETE OR PAVED FLUME ROW PRECAST RLTERRA TOP SLAB (TYP) FLUME (CROWNED AND SLOPED TOWARD RLTERRA THROATS) FILTERRA THROAT OPENING (TYP) FLOW CURB (jrp)-j RLTERRA UNIT CROWNED FLUME CORNER THROAT CONCRETE OR PAVED aUME LOW POINT THROAT CONCRETE OR PAVED FLUME TWO FLUME CORNER PRECAST RLTERRA BOX WALL CTYP) DOWEL CTYP) SECTION VIEW OF CROWNED FLUME FLUME (SLOPED TOWARD RLTERRA THROAT) 4" MIN 6" MAX CAST-IN-PLACE FLUME ic GUTTER PRECAST RLTERRA BOX WALL CURB GUTTER TRANSmON TO PROVIDE POSITIVE DRAINAGE TO THROAT OPENING SECTION VIEW OF FILTERRA THROAT AND FLUME PAVED AREA RLTERRA UNFT aow CURB CTYP) LOW POINT THROAT CONCRETE OR PAVED FLUME STORM DRAIN INLET ONE FLUME CORNER DATE: 01-03-05 I OWG; PLG3 FILTERRA® EXAMPLE SCENARIOS PARKING LOT CORNER APPLICATIONS US PAT 6,277.274 AND 6,569,321 RLTERRA S SWALE .,illi :ONCRETE SWALE AND TTWJSmON AT FILTERRA ISOMETRiC VIEW BYPASS FLOW DIRECTED TO A LOWER POINT OF REUEF RLTERRA CONCRETE CURB (TfP) (BY OTHERS) OUTLET PIPE (BY OTHERS) TO APPROPRIATE OUTFALL FLOWUNE OF SWALE SLOPED DOWN TO A AN APPROPRIATE BYPASS AT A LOWER ELEVATION THAN ELEV 'A' CONCRETE SWALE AND TRANSmON AT FILTERRA (BY OTHERS) PLAN VIEW CAST IN PLACE GUTTER TRANSITION (BY OTHERS) CAST IN PIACE CWJCRETE SWALE (BY OTHERS) MIN 47MAX 6' THROAT OPENING CAST IN PLACE CONCRETE GUTTER AT THROAT OPENING (BY OTHERS) SECTION VIEW AT RLTERRA FLOWUNE OF SWALE ON EITHER SIOE OF RLTERRA DRAWING AVAILABLE IN TIF FILE FORMAT. ^^^''pyright O 2005 by Ameriost DATE 03-10-05 DWG: FTSWL-1 PRECAST FILTERRA® UNIT TYPICAL SWALE CONFIGURATION US PAT 6,277.274 AND 6,569,321 SDR-35 PVC COUPUNG CAST INTO PRECAST BOX WALL (OUTLET PIPE LOCATION VARIES) INTERNAL PERFORATED PIPING INCLUDED WITH FILTERRA UNIT FILTERRA STORMWATER TREATMENT SYSTEM AS PROVIDED BY AMERICAST (REFER TO PRECAST FILTERRA UNIT DRAWINGS FOR DETAILS NOT SHOWN) INFILTRATION BYPASS TO APPROPRIATE OUTFALL - POTENTIALLY THROUGH OTHER INFILTRATION CELL(S) TOP OF INFILTRATION CELL(S) TO BE AT A LOWER ELE^'ATION THAN BOTTOM OF FILTERRA UNIT PERFORATED PIPING WITHIN THE UMITS OF THE INFILTRATION CELL SECTION VIEW REMOTE INFILTRATION CELL SDR-35 PVC COUPLING CAST INTO PRECAST BOX WALL (OUTLET PIPE LOCATION VARIES) FINISHED GRADE OPTIONAL OBSERVATION AND/OR CLEANOUT INTERNAL PERFORATED PIPING INCLUDED WITH FILTERRA UNIT INFILTRATION CELL FILTERRA STORMWATER TREATMENT SYSTEM AS PROVIDED BY AMERICAST (REFER TO PRECAST FILTERRA UNIT DRAWINGS FOR DETAILS NOT SHOWN) OPTIONAL OBSERVATION AND/OR CLEANOUT INFILTRATION CELL TO t'-: BE DESIGNED FOR Z]: 2000 LBS/SQ FT^li UNIFORM BEARING ^ CAPACITY PERFORATED PIPING WITHIN THE LIMITS OF THE INFILTRATION CELL INFILTRATION BYPASS TO APPROPRIATE OUTFALL ~ POTENTIALLY THROUGH OTHER INFILTRATION CELL(S) INTERMEDIATE BRIDGING LAYERCS) AS NECESSARY SECTION VIEW INFILTRATION CELL BENEATH FILTERRA MODIFICATIONS OF DRAWINGS ARE ONLY PERMITTED BY WRITTEN AUTHORIZATION FROM FILTERRA ^ DRAWING AVAILABLE IN TIF FILE FORMAT C-°Pyrighl © 2007 by Americasi DATE: 07-07-06 DWG: FTINF-2 PRECAST FILTERRA® FOR INFILTRATION APPLICATIONS fitem us PAT 6,277.274 AND 6,569,321 4" SDR-35 GASKETED COUPUNG CAST INTO PRECAST WALL (LOCATION VARIES) 4" PVC OUTLET PIPE (BY OTHERS) CONNECT TO APPROPRIATE OUTFALL (LOCATION VARIES) PARKING LOT OR STREET L.77m77B MODIFIED RLTERRA TOP SLAB CENTER OF 3X3 TREE GRATE SIDEWALK BOX SIZE DIM- "A" TREE GRATE 4X8 & 6XS 9'-0" 3'x3* 6X10 ii'-o-3'x3' MODIFIED NARROW LENGTH FILTERRA UNIT ONLY FOR 4X8 (SHOWN) 6X6 AND 6X10 BOXES 6' SDR-35 GASKETED COUPUNG CAST INTO PRECAST WALL 6" PVC OUTLCT (U3CATI0N VARIES) PIPE (BY OTHERS) CONNECT TO APPROPRIATE OUTFALL (LOCATION VARIES) PARKING LOT OR STREET PLEASE NOTE MODIFICATION ON PROJECT INFORMATION FORM ••/•J - '/isfv ^--•'I'/: \-] BOX SIZE DIM "A" DIM "B" TREE GRATE 6.5X4 & 8X4 5'-0' 8'-0" 3'x3" SX6 tt 8X6 r-o" 9'-0" 3"x3' 10X6 & 12X6 7'-0" 9'-6' 4')t4'« STANDARD NARROW WIDTH RLTERRA UNIT SUITABLE FOR ALL STANDARD BOXES *3')(3' TREE GRATE IS OPTIONAL SIDEWALK MODIFICATIONS OF DRAWINGS ARE ONLY PERMITTED BY WRITTEN AUTHORIZATION FROM FILTERRA Copyright O 2007 by Americasi TOLL FREE (866) 349-345K DATE: 07-07-06 DWG: FTSC-2 TYPICAL FILTERRA® SIDEWALK CONFIGURATIONS us PAT 6.277,274 ANO 6,569,321 RLTERRA UNIT CURB (TYP) 4"* PIPE FROM RLTERRA TO STORM DRAIN PIPE FROM ROOF RUNOFF CONCRETE OR PAVED FLUME STORM DRAIN GRATE OUTFALL PIPE FROM STORM , , DRAIN GRATE UA LOW POIMT FLUME PLAN GRADE STANDARD CURB CTYP) •/ PIPE FROM ROOF RUNOFF ELEV 'A' MUST BE HIGHER THAN ELEV 'B' SLOPE ELEV 'B- MUST BE HIGHER THAN ELEV FLUME FLOW PIPE OUTLET ELEVATION 'A' DEPRESSED AREA AT THROAT OPENING (TYP) RLTEHRA THROAT I auME aow FILTERRA FLOWLINE ELEV 'B' i GRATE DRAIN FLOWLINE ELEV 'C FLUME CROSS SECTION A-A FLUME (SLOPED TOWARD RLTERRA THROAT) 4" MIN 6" MAX CAST-IN-PLACE FLUME & GUTTER CURB FLUME SECTION B-B GUTTER TRANSmON TO PROVIDE POSmVE DRAINAGE TO THROAT OPENING MODIFICATIONS OF DRAWINGS ARE ONLY PERMIHED BY WRITTEN AUTHORIZATION FROM FILTERRA Copyright © 2007 by Americasi DATE: 03-17-05 DWG: FTRDF-1 FILTERRA® EXAMPLE SCENARIOS ROOF DRAIN FLUME APPLICATION e US PAT 6.277,274 AND 6,569.321 fiiterrd Bioretention Systems Section C Standard Filterra® Detail Drawings & Filterra® Plan Notes For TIF versions of these detail drawings, please contact Americast. Toll Free: (866) 349-3458 E-mail: design(@filterra.com Reproduction of these detail drawings is permitted for use only in site plans or contract documents for eventual supply by Americast or its authorized dealer. Other uses are prohibited and may infringe copyright or patent protection laws. Filterra and Americast reserve the right to alter specifications without notice. Please make certain the Filterra Project Information Form is completed to ensure the verification of the latest specifications for your project. Toli Free: (866) 34Q-345f Fax:(951i359-.^4,V> designiO-itiltevra.com www.filterra.coin FILTERRA STANDARD CURB AND GUTTER {V(P) GUTTER FLOW DEPRESSED GUTTER AT THROAT OPENING (TYP) FILTERRA FLOWLINE ELEV 'A' BYPASS CURB INLET FLOWLINE .ELEV 'B' ELEVATION VIEW INTERLOCKING JOINT (TYP) FILTERRA UNIT STORMWATER STRUCTURE OUTLET PIPE (BY OTHERS) CONNECT TO STORM DRAIN PERFORATED UNDERDRAIN SYSTEM BY AMERICAST EFFLUENT INVERT OUT (3'-6-) (MUST BE LOWER) CROSS SECTION MODIFICATIONS OF DRAWINGS ARE ONLY PERMITTED BY WRIHEN AUTHORIZATION FROM FILTERRA Copyrighl © 2007 by Americasi DATE: 07-07-06 DWG: FLP-2 FILTERRA(s) TYPICAL FLOWLINE AND OULET PIPE RELATIONSHIP mm US PAT 6,277,274 AND 6,569,321 CROWNED FLUME PRECAST RLTERRA TOP SLAB (TYP) FLUME - SLOPED TOWARDS FILTERRA THROAT PRECAST FILTERRA BOX WAa (TYP) PRECAST RLTERRA TOP SLAB 4-6" OPENIN -6 OPENING r-IN-PLACE aUME ic GUTTER (CROWJED AND SLOPED TOWARD RLTERRA THROATS) ;! ^DOWEL (TYP) CAST-IN-PUCE FLUME ic GUTTER (SLOPED TOWARD RLTERRA THROAT) PRECAST RLTERRA BOX WALL CURB SECTIONS VIEWS OF FILTERRA IN TYPICAL FLUME APPLICATIONS SEE BELOW FOR DETAILS NOT SHOWN STANDARD 90* NOSING (OTHER NOSING AVAILABLE UPON REQUEST) 4-6 CLEAR TMROAT OPENING PRECAST TOP SLAB CAST-IN-PLACE DEPRESSED GUTTER AND THROAT OPENING (BY CONTRACTOR) #4 DOWEL BARS © 12" O.C. BY AMERICAST TO BE BENT AS NECESSARY BY CONTRACTOR PRIOR TO INSTALUTION OF HELD POURED GUTTER PRECAST BOX WALL . THROAT PROTECTION DEVICE \ DO NOT REMOVE - LEAVE ^— IN PLACE UNTIL SITE IS STABILIZED AND FILTERRA IS ACTIVATED SECTION VIEW STANDARD FILTERRA THROAT OPENING IMPORTANT FILTERRA FLOWLINE MUST BE AT A HIGHER ELEVATION THAN BYPASS FLOWLINE <DROP INLET OR •THER) MODIRCATIONS OF DRAWINGS ARE ONLY PERMITTED BY WRITTEN AUTHORIZATION FROM FILTERRA DRAWING AVAILABLE IN TIFF FILE FORMAT Copyrighl © 2007 by Americasi DATE: 02-27-06 DWG: CGT-4 FILTERRA® THROAT OPENING AND GUTTER OR FLUME DETAIL US PAT 6,277.274 AND 6,569,321 filterra Bioretention Systems Filterra® Standard Plan Notes Construction & Installation A. Each unit shall be constructed at the locations and elevations according to the sizes shown on the approved drawings. Any modifications to the elevation or location shall be at the direction of and approved by the Engineer. B; If the Filterra® is stored before installation, the top slab must be placed on the box using the 2x4 wood provided, to prevent any contamination from the site. All intemal fittings supplied (if any), must be left in place as per the delivery. C. The unit shall be placed on a compacted sub-grade with a minimum 6-inch gravel base matching the final grade of the curb line in the area of the unit. The unit is to be placed such that the unit and top slab match the grade of the curb in the area of the unit. Compact undisturbed sub-grade materials to 95% of maximum density at +1- 2% of optimum moisture. Unsuitable materia! below sub-grade shall be replaced to the site engineer's approval. D. Outlet connections shall be aligned and sealed to meet the approved drawings with modifications necessary to meet site conditions and local regulations. E. Once the unit is set, the intemal wooden forms and protective mesh cover must be left intact. Remove only the temporary wooden shipping blocks between the box and top slab. The top lid should be sealed onto the box section before backfilling, using a non-shrink grout, butyl rubber or similar waterproof seal. The boards on top of the lid and boards sealed in the unit's throat must NOT be removed. The Supplier (Americast or its authorized dealer) will remove these sections at the time of activation. Backfilling should be performed in a carefiil manner, bringing the ap- propriate fill material up in 6" lifts on all sides. Precast sections shall be set in a manner that will result in a watertight joint. In all instances, installation of Filterra® unit shall conform to ASTM specification C891 "Standard Practice for Installation of Underground Precast Utility Structures", unless directed otherwise in contract documents. F. Curb and gutter construction (where present) shall ensure that the flow-line of the Filterra® units js at a greater elevation than the flow-line of the bypass structure or relief (drop inlet, curb cut or similar). Failure to comply with this guideline may cause failure and/or damage to the Filterra® environmental device. G. Each Filterra® unit must receive adequate irrigation to ensure survival of the living system during periods of drier weather. This may be achieved through a piped system, gutter flow or through the tree grate. www.fiiterra.com filterra Bioretention Systems Activation A. Activation of the Filterra® unit is performed ONLY by the Supplier. Purchaser is responsible for Filterra® inlet protecfion and subsequent clean out cost. This process cannot commence until the project site is fully stabilized and cleaned (full landscaping, grass cover, final paving and street sweeping compieted), negating the chance of construction materials contaminating the Filterra® system. Care shall be taken during construction not to damage the protective throat and top plates. B. Activation includes installation of plant(s) and mulch layers as necessary. Included Maintenance A. Each correctly installed Filterra® unit is to be maintained by the Supplier, or a Supplier approved contractor for a minimum period of 1 year. The cost of this service is to be included in the price of each Filterra® unit. Extended maintenance contracts are available at extra cost upon request. B. Aimual included maintenance consists of a maximum of (2) scheduled visits. The visits are scheduled seasonally; the spring visit aims to clean up after winter loads that may include salts and sands. The fall visit helps the system by removing excessive leaf litter. C. Each Included Maintenance visit consists of the following tasks. 1. Filterra® unit inspecfion 2. Foreign debris, silt, mulch & trash removal 3. Filter media evaluation and recharge as necessary 4. Plant health evaluafion and pruning or replacement as necessary 5. Replacement of mulch 6. Disposal of all maintenance refuse items 7. Maintenance records updated and stored (reports available upon request) D. The beginning and ending date of Supplier's obligation to maintain the installed system shall be determined by the Supplier at the time the system is activated. Owners must promptly notify the Supplier of any damage to the plant(s), which constitute(s) an integral part of the bioretention technology. www.filterra.com i INLET SHAPING (BY OTHERS) SDR-35 PVC COUPLING CAST INTO PRECAST BOX WALL BY AMERICAST (OUTLET PIPE LOCATION VARIES) CURB (BY OTHERS) PLAN VIEW CLEANOUT COVER CAST IN TOP SLAB TREE FRAME 3c GRATE CAST TOP SUB PLANT AS SUPPLIED BY AMERICAST (NOT SHOWN FOR CLARPPi') GALVANIZED ANGLE NOSING CURB AND GUTTER (BY OTHERS) STREET DOWEL BARS O 12" O.C. MULCH PROVIDED BY AMERICAST UNDERDRAIN STONE PROVIDED BY AMERICAST FILTER MEDIA PROVIDED BY AMERICAST SECTION A-A PERFORATED UNDERDRAIN SYSTEM BY AMERICAST DESIGNATION L W TREE GRATE QTY Sc SIZE OUTLET PIPE 4 X 6.5 4'-0" 6-6" (1) 3x3 4" SDR-35 PVC 4x8 4'-0" 8'-0" (1) 3x3 4" SDR-35 PVC 6 X 8 6'-0" 8'-0" (1) 4x4 4" SDR-35 PVC 6 X 10 6*-0" 10*-0" (1) 4x4 6" SDR-35 PVC 6 X 12 6-0" 12-0" (2) 4x4 6" SDR-35 PVC MODIFICATIONS OF DRAWINGS ARE ONLY PERMITTED BY WRirrEN AUTHORIZATION FROM FILTERRA DRAWING AVAILABLE IN TIF FILE FORMAT Copyright © 2007 by Americasi m^J^ DATE; 07-07-06 DWG: FTNL-2 PRECAST FILTERRA® UNIT NARROW LENGTH CONFIGURATION us PAT 6,277,274 AND 6,569,321 INLET SHAPING (BY OTHERS) SDR-35 PVC COUPLING CAST INTO PRECAST BOX WALL BY AMERICAST (OUTLET PIPE LOCATION VARIES) CURB (BY OTHERS) PLAN VIEW TREE FRAME & GRATE CAST IN TOP SLAB CLEANOUT COVER CAST IN TOP SLAB PLANT AS SUPPLIED BY AMERICAST (NOT SHOWN FOR CLARITY) GALVANIZED ANGLE NOSING CURB AND GUTTER (BY OTHERS) STREET DOWEL BARS O 12" O.C. UNDERDRAIN STONE PROVIDED BY AMERICAST MULCH PROVIDED BY AMERICAST FILTER MEDIA PROVIDED BY AMERICAST PERFORATED UNDERDRAIN SYSTEM BY AMERICAST SECTION A-A DESIGNATION L W TREE GRATE QTY & SIZE OUTLET PIPE 6x6 6-0" 6-0" (1) 3x3 4" SDR-35 PVC DRAWING AVAILABLE IN TIF FILE FORMAT Copyright © 2004 by Americast DATE: 07-07-06 DWG: FTST-2 PRECAST FILTERRA(S) UNIT STANDARD CONFIGURATION us PAT 6,277,274 y^ND 6,569,321 SDR-35 PVC COUPLING CAST INTO PRECAST BOX WALL (OUTLET PIPE LOCATION VARIES) TREE FRAME & GRATE CAST IN TOP SLAB TOP SLAB INTERLOCKING JOINT (lYP) INLET SHAPING (BY OTHERS) CURB (BY OTHERS) CLEANOUT COVER CAST IN TOP SLAB PLANT AS SUPPUED BY AMERICAST (NOT SHOWN FOR CLARITY) GALVANIZED ANGLE NOSING CURB AND GUTTER (BY OTHERS) STREET \_ DOWEL BARS 12" O.C. MULCH PROVIDED BY AMERICAST UNDERDRAIN STONE PROVIDED BY AMERICAST SECTION A-A FILTER MEDIA PROVIDED BY AMERICAST PERFORATED UNDERDRAIN SYSTEM BY AMERICAST DESIGNATION L W TREE GRATE QTY & SIZE OUTLET PIPE 6.5 X 4 6-6" 4-0" (1) 3x3 4" SDR-35 PVC 8x4 8'-0" 4'-0" (1) 3x3 4" SDR-35 PVC 8x6 S'-O" 6'-0" (1) 4x4 4" SDR-35 PVC 10 X e lO'-O" 6-0" (1) 4x4 6" SDR-35 PVC 12 X 6 12'-0" 6-0" (2) 4x4 a" SDR-35 PVC MODIFICATIONS OF DRAWINGS ARE ONLY PERMITTED BY WRITTEN AUTHORIZATION FROM RLTERRA DRAWING AVAILABLE IN TIF FILE FORMAT. Copyright © 2007 by Americasi DATE: 07-07-06 DWG: FTNW-2 PRECAST FILTERRA® UNIT NARROW WIDTH CONFIGURATION us PAT 6,277,274 AND 6,569,321 CONNECTION TO SOAKER/SWEAT HOSE OR SPRINKLER HEAD (BY OTHERS) TOP OF CURB IRRIGATION/SPRINKLER PIPE (BY OTHERS) 2" PVC CONDUIT PRECAST INTO CENTER OF EACH , BOX WALL TOP SLAB APPROX 12.5" MULCH LAYER BY AMERICAST ELEVATION VIEW CONNECTION TO SOAKER/SWEAT HOSE OR SPRINKLER HEAD (BY OTHERS) IRRIGATION/SPRINKLER PIPE (BY OTHERS) UNIT SIZE A B 4 X 6.5 2-6" 3-9" 4x8 2'-6" 4-6" 6.5 X 4 3'-9" 2'-6" 6x6 3-6" 3-6" 6x8 3-6" 4-6" 6 X 10 3-6" 5'-6" 6 X 12 3-6" 6-6" 8x6 4-6" 3-6" 8x6 4'-6" 3*-6" 10x6 5-6" 3-6" 12 X 6 6"-6" 3-6" 36" OR 48" TREE GRATE 2" PVC CONDUIT PRECAST INTO r CENTER OF EACH BOX WALL FACE OF CURB DRAWING AVAILABLE IN TIF FILE FORMAT FILTERRA THROAT OPENING • PLAN VIEW CD MODIFICATIONS OF DRAWINGS ARE ONLY PERMITTED BY WRITTEN AUTHORIZATION FROM RLTERRA Copyright © 2007 by Americast DATE: 08-09-06 DWG: FTIRR-1 FILTERRA® IRRIGATION PLANNING LAYOUT iterg us PAT 6.277,274 AND 8,569,321 fiitarra Bioretention Systems Section D Filterra® Technical Section Toll Free: (866) 349-3458 Fax:(951)359-3439 desianftiiilterra.coin www.filterra.com Americast Filterra® wSghts and Lifting Details WESTERN ZONE BoxC 3nly UD Stone + Media Top Only Box + Top Box + Media Box + Media + Top *Spreader Bar Pounds Tons Pounds Tons CY Pounds Tons Pounds Tons Pounds Tons Pounds Tons Min Max 4'-0" Throat 4x6.5 4x8 8,396 9,145 4.20 4.57 5,598 6,890 2.80 3.44 2.17 2.67 3,178 3,829 1.59 1.91 11,574 12,974 5.79 6.49 13,994 16,035 7.00 8.02 17,171 19,864 8.59 9.93 5.08 ft 5.00 ft 7.58 ft 7.50 ft 6'-0" Throat 6.5x4 Std 6x6 6x8 , 6x10 6x12 8,186 9,300 11,315 13,330 16,201 4.09 4.65 5.66 6.67 8.10 5,598 7,751 10,334 12,918 15,502 2.80 3.88 5.17 6.46 7.75 2.17 3.00 4.00 5.00 6.00 3,151 4,221 5,121 6,545 6,997 1.58 2.11 2.56 3.27 3.50 11,337 13,521 16,436 19,875 23,197 5.67 6.76 8.22 9.94 11.60 13,784 17,051 21.649 26,248 31,702 6.89 8.53 10.82 13.12 15.85 16,935 21,272 26,771 32,793 38,699 8.47 10.64 13.39 16.40 19.35 5.58 ft 7.00 ft 7.00 ft 7.00 ft 7.08 ft 7.58 ft 9.00 ft 9.00 ft 9.00 ft 9.08 ft Throat 8x4 8x6 8,835 11,160 4.42 5.58 6,890 10,334 3.44 5.17 2.67 4.00 3,787 5,100 1.89 2.55 12,622 16,260 6.31 8.13 15,725 21,494 7.86 10.75 19,511 26,594 9,76 13.30 5.50 ft 7.50 ft 7.50 ft 9.50 ft 10'-0" Throat 10x6 13,020 6.51 12,918 6.46 5.00 6,503 3.25 19,523 9.76 25,938 12.97 32,441 16.22 7.50 ft 9,50 ft Throat 12x6 15,697 7.85 15,502 7.75 6.00 6,933 3.47 22,630 11.31 31,199 15.60 38,131 19.07 7.58 ft 9.58 ft THE TOP AND BOX MUST BE LIFTED SEPERATELY A 7.50 ft spreader bar Is suitable for all sizes shown and is always needed for safe lifting of all box sizes. 4/24/2007 V77777X 77777Z\ 4X6.5B 4X8B 8X6B \ 6X8B 6X10B 10X6B MODIFICATIONS OF DRAWINGS ARE ONLY PERMITTED BY WRITTFNJ AUTHORIZATION FROM FILTERRA '77//7///M///y///7A 6.5X4B mzzzzmmzzzzm 6X6B 6X12B VM7//////7/77777, ////7/////////M7A 12X6B DRAWING AVAILABLE IN TIF FILE FORMAT. Copyright © 2007 by Atnericasi DATE: 01-05-06 DWG: FTOPC-1 FILTERRA® PVC OUTLET PIPE COUPLING LOCATIONS us PAT 6.277,274 AND 6,569.321 Filterra® Piping Technical Details filterra Bioretention Systems Filterra® is supplied with an internal underdrain system that exits a wall in a perpendicular direction. Most efficient drainage is accomplished when the drain exits on the lower side of the Filterra®, i.e. nearest the overflow bypass. This is more important when using the larger sized Filterras®. PRECAST FILTERRA BOX WALL SDR-35 PVC OUTFALL PIPE AT MIN 0.50K SLOPE TO OUTFALL (BY OTHERS) PRECAST FILTERRA BOX BASE SDR-35 PVC COUPLING CAST INTO PRECAST BOX WALL (BY AMERICAST) INTERNAL RLTERRA - UNDERDRAIN SYSTEM / (BY AMERICAST) loo O O Drawing DPI: Section View through Filterra Precast Box Wall at Outfall Pipe Connection All units are supplied with the drainage pipe coupling precast into the wall, at a depth of 3.50 feet (INV to TC). Drawing DPI is a detail of the coupling. The coupling used is SDR-35 PVC. Typically, ,a minimum slope of 0.50% is adequate to accommodate the flow of treated water from the Filterra®, but each site may present unique conditions based on routing of the outfall pipe (elbows). The pipe must not be a restricting point for the successful operation of Filterra®. All connecting pipes must accommodate freefall flow. Table 3 lists expected flow rates of the various size Filterra® units and these flow rates can be used to confirm or calculate the minimum outfall pipe slope. Table 3: Filterra Flow Rates & Pipe Details Filterra® Size (feet) Expected Flow Rate (cubic feet/second) Connecting Drainage Pipe 4x6.5 or 6.5x4 0.061 4" SDR-35 PVC 4x8 or 8x4 0.075 4" SDR-35 PVC 6x6 0.084 4" SDR-35 PVC 6x8 or 8x6 0.U2 4" SDR-35 PVC 6x10 or 10x6 0.140 6" SDR-35 PVC 6x12 or 12x6 0.168 6" SDR-35 PVC www.filterra.com ioretention SysteiTis Filterra® Modified Options: Recessed Tops Modified recessed top with mulch Filterra® modified recessed tops allow a seamless integration using pavers, mulch or sod. NOTE: Modified recessed tops increase the depth of the Filterra® invert out. Modified recessed top prior to shipping CLEANOUT FRAME & COVER TREE GRATE &c STEEL FRAME 10 - 12" ^ i I. >• I. 4" PAN www.filterra.com terra Bioretention Systems Filterra® Modified Options: Ornamental Grates Modified colored grates are plastic coated to reduce corrosion. All grates are available in 36" and 48". Some modified grates may not be ADA compliant. For additional options please call (866) 349-3458. FT Radial Color Choices: • Black • Green FT New Orleans Color Choices: • Black • Green UA Standard Flat UA Title-24 UA OT Tille- 24 UA Chinook www.filterra.com Common Filterra® Placements Bioretention Systein; Providing aesthetics and treatment in a residential area. Typical Filterra placement at a fast food chain. Even the largest Filterra unit blends in with landscaping. Filterra used with a flumed bypass in a commercial parking lot. Ideal for stormwater treatment where space is tight. High flows bypass Filterra into a grass swale. www.filterra.com Filterra® Plant Selections Bioretention Systems The Filterra* Stormwater Bioretention Filtration System harnesses the power of nature to capture, immobilize and cycle pollutants to treat stormv^'ater runoff. Trees, grasses and shrubs do more than make it attractive: they also enhance pollutant removal. Above ground, the system's shrubs, grasses or trees add beauty and value lo the urban landscape. Underground, nature's complex physical, chemical and biological processes are hard al work removing a wide range of non-point source pollutants from treated stormwater. Pollutants are decomposed, volatilized and incorporated into the biomass of Filterra's micro/macro fauna and flora. A wide range of plants are suitable for use in bioretention systems, and a list is available indicating those suitable for use with Filterra. The selection varies by location according to climate. Additional photos are available at www.filterra.com. Some of the most popular selections to date are shown below: Filterra® with Heavenly Bamboo Filterra® with Foster Holly Filterra® with Yedda 1 lawthom Filterra® with Crape Myrtle www.filterra.com New or Existing Catch Basin, Curb Cut or Other Means of Overflow Relief Curb and Gutter A Grovviny idea in Stormwater Filtration. U.S. Patent #6,277,274 #6,569,321 HYDROLOGY STUDY for 2311 Camino HIils Dr. - 26 Lot Subdivision PE 1011 7.0 APPENDIX N:\Hydrology & HydraulicsMOII TabataMOII PRELIMINARY HYDR0-3rd.doc PE#1011 11:12 AM 8/14/2008 18" RCP Drainpipe @ 2.0% Min. Worksheet for Circular Channel Project Description Project File n:\haested\academic\fmw\1011 .fm2 Worksheet Tabata 10 Acre Flow Element Circular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient Channel Slope Depth Diameter 0.013 0.020000 ft/ft 18.0 in 18.00 in Results Discharge 14.85 cfs Flow Area 1.77 ft= Wetted Perimeter 4.71 ft Top Width 0.00 ft Critical Depth 1.40 ft Percent Full 100.00 Critical Slope 0.017287 ft/ft Velocity 8.41 ft/s Velocity Head 1.10 ft Specific Energy FULL ft Froude Number FULL Maximum Discharge 15.98 cfs Full Flow Capacity 14.85 cfs FuH Flow Slope 0.020000 ftm 08/14/08 11:20:58 AM Haestad Methods, inc. Academic Edition 37 Brooltside Road Waterbury, CT 06708 (203) 755-1666 FiowMaster v5.17 Page 1 of 1 24" RCP Drainpipe @ 2.0% Min. Worksheet for Circular Channel Project Description Project File n; \haes ted\academ ic\fm w\ 1011. fm2 Worksheet Tabata 10-Acre Flow Element Circular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficierit Channel Slope Depth Diameter 0.013 0.020000 ft/ft 2.00 ft 24.00 in Results Discharge 31.99 cfs Flow Area 3.14 ft^ Wetted Perimeter 6.28 ft Top Width 0.6e-7 ft Critical Depth 1,89 ft Percent Full 100.00 Critical Slope 0.017296 ft/ft Velocity 10.18 ft/s Velocity Head 1.61 ft Specific Energy 3.61 ft Froude Number 0.25e-3 Maximum Discharge 34.41 cfs Full Flow Capacity 31.99 cfs Full Flow Slope 0.020000 ft/ft Flow is subcritical. 08/14/08 11:21:11 AM Academic Edition Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.17 Page 1 of 1 36" RCP Drainpipe @ 2.0% Min. Worksheet for Circular Channel Project Description Project File n:\haested\academic\fmw\1011 .fm2 Worksheet 36" Flow Element Circular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient Channel Slope Depth Diameter 0.013 0.020000 ft/ft 3.00 ft 36.00 in Results Discharge 94.32 cfs Flow Area 7.07 ft= Wetted Perimeter 9.42 ft Top Width 0.73e-7 ft Critical Depth 2.87 ft Percent Full 100.00 Critical Slope 0.017383 ft/ft Velocity 13.34 ft/s Velocity Head 2.77 ft Specific Energy 5.77 ft Froude Number 0.24e-3 Maximum Discharge 101.46 cfs Full Flow Capacity 94.32 cfs Full Flow Slope 0.020000 ft/ft Flow is subcritical. 08/14/08 11:21:28 AM Academic Edition Haestad Methods, Inc. 37 Brooltside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.17 Page 1 of 1 Grass Swale (Adjacent Sound Berm) Worksheet for Trapezoidal Channel Project Description Project File n:\haested\academic\fmw\1011.fm2 Worksheet Tabata Grass Swale (sound benn) Flow Element Trapezoidal Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient Channel Slope Depth Left Side Slope Right Side Slope Bottom Width 0.030 0.010000 ft/ft 0.50 ft 2.000000 H : V 2.000000 H : V 2.00 ft Results Discharge 3.72 cfs Flow Area 1.50 ft^ Wetted Perimeter 4.24 ft Top Width 4.00 ft Critical Depth 0.41 ft Critical Slope 0.020577 ft/ft Velocity 2.48 ft/s Velocity Head 0.10 ft Specific Energy 0.60 ft Froude Number 0.71 Flow is subcritical. 08/14/08 11:23:02 AM Academic Edition Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 FlowMaster v5.17 Page 1 of 1 Grass Swale Cross Section for Trapezoidal Channel Project Description Project File n:\haested\academic\fmw\1011 .fm2 Worksheet Tabata Grass Swale (sound berm) Flow Element Trapezoidal Channel Method Manning's Formula Solve For Discharge Section Data Mannings Coefficient 0.030 Channel Slope 0.010000 ft/ft Depth 0.50 ft Left Side Slope 2.000000 H : V Right Side Slope 2.000000 H : V Bottom Width 2.00 ft Discharge 3.72 cfs 2.00 ft 08/14/08 11:23:21 AM Academic Edition Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.17 Page 1 of 1 PASCO ENGINEERING, INC. Date/2-6-r?7 PE # /<?// PASCO ENGINEERING, INC. • 535 NORTH HW^. 201, SUITE A - SOLANA BEACH, CALIFORNIA 92075 • (858) 259-8212 .lilVi.Kfi;!-fiWf O-I Irii- nn-.t.-i" W5(11J71 33-so 33"00 33'3ff 32*30' County of San Diego Hydrology Manual Rainfall Isopluvials \m Vtar Rnlnriill livint-6 Huurs Isopluvial (Inclias) SahGIS 3 0 3 Miles San Diego County Hydrology Manual Dale: June 2003 Scctioti'. Page: T:iblc3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS 3 6 of 26 Land Use RunofT Coefficient "C" • Soil Tyjic NRCS HlcmciiLs Counly Clements % IMPHR. A 13 C D Undi.'iliirbcd Nntiinii Tcrr:iiii (Naliirnl) Permanent Open Space 0* 0.20 0.25 0.30 0.35 Low DcnsUy Residential (LDR) Residential, LO DU/A or less 10 0.27 0.32 0.36 0.41 Low Density Residential (LDR) Residential, 2.0 DU/A or less '20 0.34 0.38 0.42 0.46 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Medium Density Rcsidcnlinl (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0,48 0.52 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57 Medium Density Residcnlin! (MDR.) Residential, 10.9 DU/A or !e.<;s 45 0.52 0.54 0.57 0.60 Medium Density Residenlinl (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63 High Density Residcntin! (HDR) Residential, 24.0 DU/A or \c^s 65 0.66 0.67 0.69 0.71 High Density Rcsidentiiil (HDR) Residential. 43.0 DU/A or less 80 0.76 0.77 0.?8 0.79 Commcrcial/EndustTiai (N. Com) Neighborhood Commercial 80 0.75 0.77 0.78 0.79 Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 0.81 0.82 . Commercial/Industrial (O.P. Com) Office Prorcssional/Commercial 90 0.83 0.84 0.84 0.85 Commercial/Indus trial (Limited L) Limiled Industrial 90 0.83 0.84 0.84 0.85 • Commcrcial/Iiuluslriiil (General L) General Industrial 95 0.87 0.87 0.87 0.87 *The values associated with 0% impervious may be used for direct calculation ofthe hinoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for tlic soil type), or for areas thai will remain imdislurbcd in perpetuity. Justification must be given lhat the area will remain natural forever (e.g., Ihe area is located in Cleveland •National Tdrest). DU/A = dvt'clling units per acre NRCS = National Resources Conservation Service 3-6 Directions for Application: (1) From precipitation tnaps dolermine 6 hr and Z4 hr amounts for Ihe selected frequency. These maps are Included In lhe County Hydrology Manual (10,50. and 100 yrmaps included In the Design and Procedure Manual). (2) Adjust 6 hr precipitation (ir necGssary) so tliat It Is within the range of 45% to 65% of the 24 lu precipitation (nol appiicaple to Desert), (3) Plot 6 hr preclpllatfon on the right side of the chart. (4) Draw a line Ibrough the point parallel to the plotted lines, (5) This line is the Intensity-duration curvo for the location being analyzed. year 'P. 6 = .5.5" 24 Applicalion Form: (a) Seiectod frequency (b) Pg = in^ in.. = _S_ (c) Adjusted Pgt^' = In. (d) tjj = min. (e) I = In./hr. Note: This chart replaces the Intensily-Duratlon-Frequency curves used since 1965. '^•€77717. ;i:5 •• 2.'5" 3.5 " "4 "" 4.3 • S " ' S'B Diirnitnn f 1 .... _ 1 • i • i-. ... ,. ^ .... 5 3.S5 5,27 G.59 7-90] 9.22 ! 0,5-1 1 1.06 IJ.17 14.49 I5,Ui "7 "i7z 'lis 4,24 S.30 0.36 7.42 a.4o 9.54 1 D.GO iv6n 12-72 10 \.m 2.53 3.37 5.0s i 5.90 6.74 '/.SO 0.-12 9.27 ID,"")! 15 '"i"30 1.93 2,59; 3.24 3.09 "1-54 '5!'l9' SB4" '6.40 '7.13 "7.78 '20 'i.OB' 1.62 2,1s 2.69 3.23 3.77 ''l^.Tl" '4 65 ' 5,39 5.93 0.4 G 25 0,93' (.40 1.n7| 2 .-33 i.m 3-27 •3.73' ••i.ao" '4,87 5.1.1 S.60 "' 30 i-24 1 66 2.07 2 49 2,90" 3.32" 3.7.-1 •V T5 1.56 '4 08 •10 i.03 1,30 207 2-41 2.70 3 10 3,45 3.79 4.13 • ' •• 50 V,79 2.09 2,3& 2.69 2,90 "3!28 3.50 00 0.53" b.ao 1,06 1.33 i,5£i 1.0^ 2.12 2..i9 2:05 3.18 ""' 90 6.4 i 6,61 0,021 1.02 i,Z3 1.43 1.63 1.84 '2,04 2.25 2.45 126 0.3.1' 0:51 O.SO 0.05 1.02 1.19 1.30 1.53 i.7'b 1-87 2.04 150 azo 0.44 a59 0.73 0,68 1.03 i,in 1.32 '1.47 i.62 i.7G IOD 0.28* 0.39 b"52 0.65 0.78 o.oi "I.I8 T.3i 'l"4'l 1.57 240 0.2Z 0.33 0.43 0.54 0.65 0.78 0.87 0.98 1,0a 1.19 i-io " 300 0.28 0.38 0.47 0.56 0.66 0.75" o^as' ' 1.63 "1.13" 360 0.17 0.25 0.33 0742 0.50 6758 'iD.67 0'.75 'atM __l...rr. 0.92 i.bo Inlenslty-Duratlon Design Chart-Template FIGURE 5-1