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HomeMy WebLinkAboutCT 03-01-01; LA COSTA RESORT & SPA; DRAINAGE STUDY; 2015-10-26DRAINAGE STUDY for LACOSTA RESORT & SPA City of Carlsbad, California Prepared for: KSL Development Corporation 2100 Costa Del Mar Road Carlsbad, CA 92009 w.o. 2503-1 September 15, 2006 Hunsaker & Associates San Diego, Inc. Vice President ^6 PLi : 3K NO. \ " EM:DE h:\reH)rts\2503\01\a04-Di EM:DE h:\reports\2503\01\a04-pa2.doc o. 2503-1 9/15/2006 8:10 AM La Costa Resort & Spa (Inclusion of Planning Area II) Drainage Study TABLE OF CONTENTS SECTION Chapter 1 - Executive Summary 1.1 1.2 1.3 1.4 Introduction Summary of Developed Condition 1.2.1 El Camino Real Drainage 1.2.2 Costa Del IVIar Road Drainage Summary of Results References Chapter 2 - Methodology & Model Development 2.1 2.2 2.3 2.4 2.5 County of San Diego Drainage Design Criteria Design Rainfall Determination - 100-Year, 6-Hour Rainfall Isopluvial Map - 100-Year, 24-Hour Rainfall Isopluvial Map Runoff Coefficient Determination Rainfall Intensity Determination - Urban Watershed Overland Time of Flow Nomograph - Intensity-Duration Design Chart - Gutter and Roadway Discharge-Velocity Chart - Manning's Equation Nomograph Model Development Summary - Rational Method Hydrologic Analysis - Storm Drain Hydraulic Analysis Chapter 3 - 100-Year Hydrologic Model (AES Model Outputs) 3.1 Developed Condition Analysis 3.2 Offsite Analysis Chapter 4 - Hydraulic Analysis III IV 4.1 4.2 4.3 4.4 Diversion Structure Analysis (by RBF Consulting) Hydraulic Analysis (StormCAD Model Outputs) 4.2.1 El Camino Real Storm Drain 4.2.2 Costa Del Mar Road Storm Drain 4.2.3 Storm Drain to Diversion Structure Inlet Analysis CDS Unit Calculations Chapter 5 - Hydrology Exhibits 5.1 Developed Condition Hydrology Exhibit 5.2 Offsite Hydrology Exhibit EM:DE h:\reports\2503\01\a04-pa2.doc w.o. 2503-1 10/6/2006 10:36/«< La Costa Resort & Spa (Inclusion of Planning Area II) Drainage Study Per City of Carlsbad drainage criteria, the Modified Rational Method should be used to determine peak design flowrates when the contributing drainage area is less than 1.0 square mile. Since the total watershed area discharging from the site is less than 1.0 square mile, the AES-2003 computer software was used to model the runoff response per the Modified Rational Method. Methodology used for the computation of design rainfall events, runoff coefficients, and rainfall intensity values are consistent with criteria set forth in the "2003 County of San Diego Drainage Design Manual." A more detailed explanation of methodology used for this analysis is listed in Chapter 2 of this report. 1.2 - Summarv of Developed Conditions The La Costa Resort & Spa project proposes construction of resort villas, commercial buildings, and a parking structure. The overall development will be constructed over multiple stages. This report analyzes the hydrologic impact from the proposed ultimate conditions for the La Costa Resort & Spa development to the two (2) points of discharge from the project site. Runoff from the developed site is collected and conveyed via two (2) storm drain systems within the project site, draining to a 36-inch storm drain located within El Camino Real and the proposed 42-inch storm drain located within Costa Del Mar Road. Discharge from the Planning Area II development ties into the existing storm drain system located directly south ofthe proposed development. An offsite tributary to the north of the La Costa Villas project (approximately 4.7 Ac) comprising of single family residential development site drains to the project site via curb and gutter flow. These flows are intercepted via curb inlets within the Villas of La Costa project site and conveyed via storm drain to the aforementioned outlet locations. Per 2003 County of San Diego criteria, runoff coefficients of 0.87, 0.82 and 0.52 were assumed respectively for the proposed impervious, commercial and residential areas to occupy the project site. Peak flow rates listed on the next page were generated based on criteria set forth in the "2003 San Diego County Hydrology Manuar (methodology presented in Chapter 2 ofthis report). Rational Method outputs are located in Chapter 3. Watershed delineations and node locations are visually depicted on the hydrology exhibits, which are located in the back pocket of this report (see Chapter 5). EM:DJG h:tepoits\25Q3\01\a04-pa2.iloc v».o. 2503-1 9/1/2006 1:10 PM La Costa Resort & Spa (Inclusion of Planning Area II) Drainage Study TABLE 1 - Summary of Developed Conditions Peak Flows Discharge Location Drainage Area (Ac) 100 Year Pealc Discharge (cfs) El Camino Real 36-inch RCP 17.2 50.8* Costa Del Mar Road 36-inch RCP 27.6 80.4* Total 44.8 131.2 * = Confleunced flows after diversion Flows from the majority of the project site (approximately 82.2 cfs) are conveyed via a 36-inch RCP stomn drain (Per Drawing No. 422-6D) to a proposed diversion structure to be located just downstream of the CDS unit and adjacent to the existing Type B curb inlet within El Camino Real. The diversion structure (designed by RBF Consulting - see attached calculations in Section 4.1 ofthis report) consists of a 36-inch storm drain (to El Comino Real) and 30-inch storm drain (to Costa Del Mar Road) set at an offset invert elevation. Per the RBF Consulting calculations, the proposed diversion structure diverts approximately 39 cfs to the receiving 36-inch storm drain within El Camino Real; the remaining 43.2 cfs of the 82.2 cfs peak inflow is then conveyed to the receiving 36- inch storm drain within Costa Del Mar Road. TABLE 2 - Diversion Structure Summary Drainage Area (Ac) El Camino Real 36-inch RCP Outflow (cfs) Costa Del Mar Road 30-inch RCP Outflow (cfs) Diversion Structure 28.9 39.0 43.2 1.2.1 El Camino Real Drainage The proposed diversion structure conveys a peak flow of approximately 39 cfs to the proposed 36-inch storm drain within El Camino Real. This flow is then confluenced with runoff intercepted via the curb inlets located within the adjacent El Camino Real priorto discharging to the receiving Batisquitos Lagoon. EM:DJG h:\reports\2503\01\a04-pa2.doc w.o. 2503-1 9/1/2006 1:10 PM La Costa Resort & Spa (Inclusion of Planning Area II) Drainage Study TABLE 3 - Summary of Developed Conditions Peak Flows El Camino Real 36-inch RCP Discharge Location Drainage Area (Ac) 100 Year Peak Discharge (cfs) Diversion Outflow to 36-inch RCP 13.5* 39.0 Eastern El Camino Real Curb Inlet 2.8* 9.6* Central El Camino Real Curb Inlet 0.9 5.6 Total 17.2 50.8** ** = confluenced flow ' = 6.7 cfs bypasses Inlet - see Chapter 4 + = pro-rated area per cfs It should be noted that the eastern curb inlet on El Camino Real receives a total tributary peak inflow of approximately 16.3 cfs. Per HEC-22 inlet calculations (refer to Section 4.3), this inlet intercepts approximately 9.6 cfs, bypassing approximately 6.7 cfs to the receiving sump inlets within Costa Del Mar Road. 1.2.2 Costa Del Mar Road Drainage The proposed diversion structure conveys a peak flow of approximately 43.2 cfs to a proposed 36-inch storm drain within Costa Del Mar Road. This flow is then confluenced with runoff intercepted via the sump inlets located at the entrance to Costa Del Mar Road (including the by-passed 9.6 cfs from El Camino Real). These confluenced flows (approximately 80.4 cfs) are conveyed beneath the existing Costa Del Mar intersection to a proposed 42-inch HDPE storm drain that discharges flow to the receiving San Marcos Creek located approximately 400 feet south ofthe Costa Del Mar and El Camino Real intersection. The proposed 42-inch HDPE storm drain will make redundant an existing 30-inch CMP storm drain that currently drains the existing Costa Del Mar and El Camino Real intersection. Per the "Preliminary Floodplain Hydraulic Analysis of San Marcos Creek and North Tributary" by RBF Consulting and dated August 2005, the peak 100 year water surface elevation at the 42-inch storm drain outlet location is approximately 12.08 feet. The existing sump elevation located at the Costa Del Mar and El Camino Real intersection is approximately 11.9 feet. Thus in current existing conditions the intersection is backwatered by the tail-water experienced at the outlet location of the existing 30-inch CMP storm drain. EM:DJG h:\reports\2503\01Xa04-pa2.doc w.o. 2503-1 9/1/2006 9:47 AM La Costa Resort & Spa (Inclusion of Planning Area II) Drainage Study The proposed 42-inch HDPE storm drain improvement will not alleviate this localized backwater effect upon the existing sump intersection. Table 4 summarizes peak post developed discharge to the Costa Del Mar drainage system. TABLE 4 - Summary of Developed Conditions Peak Flows Costa Del Mar Road 36-inch RCP Discharge Location Drainage Area (Ac) 100 Year Peak Discharge (cfs) Diversion Outflow to 30-inch HDPE 15.5* 43.2 Northern Costa Del Mar Sump Curb Inlet 9.0* 37.5* Southern Costa Del Mar Sump Curb Inlet 3.1 16.2 Total 27.6 80.4** 1.3 - Summarv of Results •• confluenced flow ' = Including bypass from El Gamino Real Inlet ••• = pro-rated area per cfs The objective of this report is to provide the peak, post-developed flows to the two (2) points of outlet from the master La Costa Resort & Spa development (refer to Table 1), which requires the sizing ofthe diversion structure for ultimate conditions. As such, this study provides RBF Consulting with the anticipated post-developed conditions flow to the proposed diversion location. It is also the purpose of this report to analyze the proposed storm drain designed by RBF Consulting. As stated in Section 1.3 ofthis report, in current existing conditions the Costa Del Mar and El Camino Real intersection is backwatered by the tail-water experienced at the outlet location of the existing 30-inch CMP storm drain. No storm drain improvement is capable of improving this situation. Thus, hydraulic analysis for the proposed storm drain systems is located within Chapter 4 of this report. The proposed Costa Del Mar storm drain improvement has been modeled with and without the tail-water experienced at the San Marcos Creek outlet location. EM:DJQ h:\reports\2503\01\a04-pa2.doc w.o. 2503-1 9/1/2006 9:47 AM La Costa Resort & Spa (Inclusion of Planning Area II) Drainage Study 1.4 - References County of San Diego Design Hydrology Manual, June 2003 "SfofATJ Water Management Plan for La Costa Resort & Spa Phase II", Hunsaker & Associates San Diego Inc., May 2005. "Improvement Plans for La Costa Resort & Spa Costa Del Mar Entry", RBF Consulting, March 2006. "Storm Water Management Plan for La Costa Resort - Master Plan Amendment", Rick Engineering Company, October 29, 2003. "Preliminary Floodplain Hydraulic Analysis of San Marcos Creek and North Tnbutary", RBF Consulting, August 2005. EM:DJG h:\reports\2503\01^a04-pa2.doc w.o. 2503.1 9/1/2006 9:47 AM La Costa Resort & Spa (Inclusion of Planning Area II) Drainage Study CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.1 - County of San Diego Drainage Design Criteria EM:OJG h:\repoits\2Sa3\01\a04-pa2.doc W.O. 2503-1 9/1/2006 9:47 AM San Diego County Hydrology Manual Section: 2 Date: June 2003 Page: 3 of 4 2.3 SELECTION OF HYDROLOGIC METHOD AND DESIGN CRITERIA Design Frequency - The flood frequency for determining the design storm discharge is 50 years for drainage that is upstream of any major roadway and 100 years frequency for all design storms at a major roadway, crossing the major roadway and thereafter. The 50-year storm flows shall be contained within the pipe and not encroach into the travel lane. For the 1 OO-year storm this includes allowing one lane of a four-lane road (four or more lanes) to be used for conveyance without encroaching onto private property outside the dedicated street right-of-way. Natural channels that remain natural within private property are excluded from the right-of-way guideline. Design Method - The choice of method to determine flows (discharge) shall be based on the size of the watershed area. For an area 0 to approximately 1 square mile the Rational Method or the Modified Rational Method shall be used. For watershed areas larger than 1 square mile the NRCS hydrologic method shall be used. Please check with the goveming agency for any variations to these guidelines. 2-3 San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 1 of 26 SECTION 3 RATIONAL METHOD AND MODIFIED RATIONAL METHOD 3.1 THE RATIONAL METHOD The Rational Method (RM) is a mathematical formula used to determine the maximum runoff rate from a given rainfall. It has particular application in urban storm drainage, where it is used to estimate peak runoff rates from small urban and rural watersheds for the design of storm drains and small drainage structures. The RM is recommended for analyzing the runoff response from drainage areas up to approximately 1 square mile in size. It should not be used in instances where there is a junction of independent drainage systems or for drainage areas greater than approximately 1 square mile in size. In these instances, the Modified Rational Method (MRM) should be used for junctions of independent drainage systems in watersheds up to approximately 1 square mile in size (see Section 3.4); or the NRCS Hydrologic Method should be used for watersheds greater than approximately 1 square mile in size (see Section 4). The RM can be applied using any design storm frequency (e.g., 1 OO-year, 50-year, 10-year, etc.). The local agency determines the design storm frequency that must be used based on the type of project and specific local requirements. A discussion of design storm frequency is provided in Section 2.3 of this manual. A procedure has been developed that converts the 6-hour and 24-hour precipitation isopluvial map data to an Intensity-Duration curve that can be used for the rainfall intensity in the RM formula as shown in Figure 3-1. The RM is applicable to a 6-hour storm duration because the procedure uses Intensity-Duration Design Charts that are based on a 6-hour storm duration. 3.1.1 Rational Method Formula The RM formula estimates the peak rate of runoff at any location in a watershed as a function of the drainage area (A), runoff coefficient (C), and rainfall intensity (I) for a duration equal to the time of concentration (Tc), which is the time required for water to 3-1 San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 3 of 26 flow from the most remote point of the basin to the location being analyzed. The RM formula is expressed as follows: Q = CIA Where: Q = peak discharge, in cubic feet per second (cfs) C = runoff coefficient, proportion of the rainfall that runs off the surface (no units) I = average rainfall intensity for a duration equal to the Tc for the area, in inches per hour (Note: If the computed Tc is less than 5 minutes, use 5 minutes for computing the peak discharge, Q) A = drainage area contributing to the design location, in acres Combining the units for the expression CIA yields: 1 acre x inch hour 43,560 ft 2\ y acre y f I foot ^ Ihour 3,600 seconds 1.008 cfs J 2 inches J For practical purposes the unit conversion coefficient difference of 0.8% can be ignored. The RM formula is based on the assumption that for constant rainfall intensity, the peak discharge rate at a point will occur when the raindrop that falls at the most upstream point in the tributary drainage basin arrives at the point of interest. Unlike the MRM (discussed in Section 3.4) or the NRCS hydrologic method (discussed in Section 4), the RM does not create hydrographs and therefore does not add separate subarea hydrographs at collection points. Instead, the RM develops peak discharges in the main line by increasing the Tc as flow travels downstream. Characteristics of, or assumptions inherent to, the RM are listed below: • The discharge flow rate resulting from any I is maximum when the I lasts as long as or longer than the Tc. 3-3 San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 4 of 26 • The Storm frequency of peak discharges is the same as that of I for the given Tc. • The fraction of rainfall that becomes runoff (or the runoff coefficient, C) is independent of I or precipitation zone number (PZN) condition (PZN Condition is discussed in Section 4.1.2.4). • The peak rate of runoff is the only information produced by using the RM. 3.1.2 RunofT Coefficient Table 3-1 lists the estimated runoff coefficients for urban areas. The concepts related to the runoff coefficient were evaluated in a report entitled Evaluation, Rational Method "C" Values (Hill, 2002) that was reviewed by the Hydrology Manual Committee. The Report is available at San Diego County Department of Public Works, Flood Control Section and on the San Diego County Department of Public Works web page. The runoff coefficients are based on land use and soil type. Soil type can be determined from the soil type map provided in Appendix A. An appropriate runoff coefficient (C) for each type of land use in the subarea should be selected from this table and multiplied by the percentage of the total area (A) included in that class. The sum of the products for all land uses is the weighted runoff coefficient (2[CA]). Good engineering judgment should be used when applying the values presented in Table 3-1, as adjustments to these values may be appropriate based on site-specific characteristics. In any event, the impervious percentage (% Impervious) as given in the table, for any area, shall govem the selected value for C. The runoff coefficient can also be calculated for an area based on soil type and impervious percentage using the following formula: 3-4 San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 5 of 26 C = 0.90 X (% Impervious) Cp x (1 - % Impervious) Where: Cp = Pervious Coefficient Runoff Value for the soil type (shown in Table 3-1 as Undisturbed Natural Terrain/Permanent Open Space, 0% Impervious). Soil type can be determined from the soil type map provided in Appendix A. The values in Table 3-1 are typical for most urban areas. However, if the basin contains mral or agricultural land use, parks, golf courses, or other types of nonurban land use that are expected to be permanent, the appropriate value should be selected based upon the soil and cover and approved by the local agency. 3-5 San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 7 of 26 3.1.3 Rainfall Intensity The rainfall intensity (I) is the rainfall in inches per hour (in/hr) for a duration equal to the Tc for a selected storm frequency. Once a particular storm frequency has been selected for design and a Tc calculated for the drainage area, the rainfall intensity can be determined from the Intensity-Duration Design Chart (Figure 3-1). The 6-hour storm rainfall amount (Pe) and the 24-hour storm rainfall amount (P24) for the selected storm frequency are also needed for calculation of I. Pe and P24 can be read from the isopluvial maps provided in Appendix B. An Intensity-Duration Design Chart applicable to all areas within San Diego County is provided as Figure 3-1. Figure 3-2 provides an example of use of the Intensity-Duration Design Chart. Intensity can also be calculated using the following equation: I = 7.44 Pe D'°^^ Where: Pe = adjusted 6-hour storm rainfall amount (see discussion below) D = duration in minutes (use Tc) Note: This equation applies only to the 6-hour storm rainfall amount (i.e., Pe cannot be changed to P24to calculate a 24-hour intensity using this equation). The Intensity-Duration Design Chart and the equation are for the 6-hour storm rainfall amount. In general, Pe for the selected frequency should be between 45% and 65% of P24 for the selected frequency. If Pe is not within 45% to 65% of P24, Pe should be increased or decreased as necessary to meet this criteria. The isopluvial lines are based on precipitation gauge data. At the time that the isopluvial lines were created, the majority of precipitation gauges in San Diego County were read daily, and these readings yielded 24-hour precipitation data. Some 6-hour data were available from the few recording gauges distributed throughout the County at that time; however, some 6-hour data were extrapolated. Therefore, the 24-hour precipitation data for San Diego County are considered to be more reliable. 3-7 San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 9 of 26 3.1.4 Time of Concentration The Time of Concentration (Tc) is the time required for runoff to flow from the most remote part of the drainage area to the point of interest. The Tc is composed of two components: initial time of concentration (Ti) and travel time (Tt). Methods of computation for Ti and Tt are discussed below. The Ti is the time required for mnoff to travel across the surface ofthe most remote subarea in the study, or "initial subarea." Guidelines for designating the initial subarea are provided within the discussion of computation of Ti. The Tt is the time required for the mnoff to flow in a watercourse (e.g., swale, channel, gutter, pipe) or series of watercourses from the initial subarea to the point of interest. For the RM, the Tc at any point within the drainage area is given by: Tc = Ti + Tt Methods of calculation differ for natural watersheds (nonurbanized) and for urban drainage systems. When analyzing storm drain systems, the designer must consider the possibility that an existing natural watershed may become urbanized during the useful life of the storm drain system. Future land uses must be used for Tc and mnoff calculations, and can be determined from the local Community General Plan. 3.1.4.1 Initial Time of Concentration The initial time of concentration is typically based on sheet flow at the upstream end of a drainage basin. The Overland Time of Flow (Figure 3-3) is approximated by an equation developed by the Federal Aviation Agency (FAA) for analyzing flow on mnaways (FAA, 1970). The usual mnway configuration consists of a crown, like most freeways, with sloping pavement that directs flow to either side of the runway. This type of flow is uniform in the direction perpendicular to the velocity and is very shallow. Since these depths are % of an inch (more or less) in magnitude, the relative roughness is high. Some higher relative roughness values for overland flow are presented in Table 3.5 of the HEC-1 Flood Hydrograph Package User's Manual (USACE, 1990). 3-9 San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 11 of 26 The sheet flow that is predicted by the FAA equation is limited to conditions that are similar to mnway topography. Some considerations that limit the extent to which the FAA equation applies are identified below: • Urban Areas - This "runway type" runoff includes: 1) Flat roofs, sloping at 1% ± 2) Parking lots at the extreme upstream drainage basin boundary (at the "ridge" of a catchment area). Even a parking lot is limited in the amounts of sheet flow. Parked or moving vehicles would "break-up" the sheet flow, concentrating mnoff into streams that are not characteristic of sheet flow. 3) Driveways are constmcted at the upstream end of catchment areas in some developments. However, if flow from a roof is directed to a driveway through a downspout or other conveyance mechanism, flow would be concentrated. 4) Flat slopes are prone to meandering flow that tends to be dismpted by minor irregularities and obstmctions. Maximum Overland Flow lengths are shorter for the flatter slopes (see Table 3-2). • Rural or Natural Areas - The FAA equation is applicable to these conditions since (.5% to 10%) slopes that are uniform in width of flow have slow velocities consistent with the equation. Irregularities in terrain limit the length of application. 1) Most hills and ridge lines have a relatively flat area near the drainage divide. However, with flat slopes of .5% ±, minor irregularities would cause flow to concentrate into streams. 2) Parks, lawns and other vegetated areas would have slow velocities that are consistent with the FAA Equation. The concepts related to the initial time of concentration were evaluated in a report entitled Initial Time of Concentration, Analysis of Parameters (Hill, 2002) that was reviewed, by the Hydrology Manual Committee. The Report is available at San Diego County Department of Public Works, Flood Control Section and on the San Diego County Department of Public Works web page. 3-11 San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 12 of 26 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial Ti values based on average C values for the Land Use Element are also included. These values can be used in plarming and design applications as described below. Exceptions may be approved by the "Regulating Agency" when submitted with a detailed study. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) Element* DU/ Acre .5% 1% 2% 3% 5% 10% Element* DU/ Acre LM Ti LM Ti LM Ti LM Ti LM Ti LM Ti Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4 LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8 MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5 HDR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7 N. Com 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7 G. Com 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4 O.P./Com 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 General I. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9 *See Table 3-1 for more detailed description 3-12 San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 13 of 26 3.1.4.1A Planning Considerations The purpose of most hydrology studies is to develop flood flow values for areas that are not at the upstream end of the basin. Another example is the Master Plan, which is usually completed before the actual detailed design of lots, streets, etc. are accomplished. In these situations it is necessary that the initial time of concentration be determined without detailed information about flow pattems. To provide guidance for the initial time of concentration design parameters. Table 3-2 includes the Land Use Elements and other variables related to the Time of Concentration. The table development included a review of the typical "layout" of the different Land Use Elements and related flow pattems and consideration of the extent of the sheet flow regimen, the effect of ponding, the significance to the drainage basin, downstream effects, etc. 3.1.4.1B Computation Criteria (a) Developed Drainage Areas With Overland Flow - Ti may be obtained directly from the chart, "Rational Formula - Overland Time of Flow Nomograph," shown in Figure 3-3 or from Table 3-2. This chart is based on the Federal Aviation Agency (FAA) equation (FAA, 1970). For the short rain durations (<15 minutes) involved, intensities are high but the depth of flooding is limited and much of the mnoff is stored temporarily in the overland flow and in shallow ponded areas. In developed areas, overland flow is limited to lengths given in Table 3-2. Beyond these distances, flow tends to become concentrated into streets, gutters, swales, ditches, etc. 3-13 San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 14 of 26 (b) Natural Or Rural Watersheds - These areas usually have an initial subarea at the upstream end with sheet flow. The sheet flow length is limited to 50 to 100 feet as specified in Table 3-2. The Overland Time of Flow Nomograph, Figure 3-3, can be used to obtain Ti. The initial time of concentration can excessively affect the magnitude of flow further downstream in the drainage basin. For instance, variations in the initial time of concentration for an initial subarea of one acre can change the flow further downstream where the area is 400 acres by 100%. Therefore, the initial time of concentration is limited (see Table 3-2). The Rational Method procedure included in the original Hydrology Manual (1971) and Design and Procedure Manual (1968) included a 10 minute value to be added to the initial time of concentration developed through the Kirpich Formula (see Figure 3-4) for a natural watershed. That procedure is superceded by the procedure above to use Table 3-2 or Figure 3-3 to determine Ti for the appropriate sheet flow length of the initial subarea. The values for natural watersheds given in Table 3-2 vary from 13 to 7 minutes, depending on slope. Ifthe total length of the initial subarea is greater than the maximum length allowable based on Table 3-2, add the travel time based on the Kirpich formula for the remaining length of the initial subarea. 3.1.4.2 Travel Time The Tt is the time required for the mnoff to flow in a watercourse (e.g., swale, channel, gutter, pipe) or series of watercourses from the initial subarea to the point of interest. The T is computed by dividing the length of the flow path by the computed flow velocity. Since the velocity normally changes as a resuh of each change in flow rate or slope, such as at an inlet or grade break, the total Tt must be computed as the sum ofthe Tt's for each section ofthe flow path. Use Figure 3-6 to estimate time of travel for street gutter flow. Velocity in a channel can be estimated by using the nomograph shown in Figure 3-7 (Manning's Equation Nomograph). 3-14 San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 15 of 26 (a) Natural Watersheds - This includes rural, ranch, and agricultural areas with natural channels. Obtain Tt directly from the Kirpich nomograph in Figure 3-4 or from the equation. This nomograph requires values for length and change in elevation along the effective slope line for the subarea. See Figure 3-5 for a representation of the effective slope line. This nomograph is based on the Kirpich formula, which was developed with data from agricultural watersheds ranging from 1.25 to 112 acres in area, 350 to 4,000 feet in length, and 2.7 to 8.8%> slope (Kirpich, 1940). A maximum length of 4,000 feet should be used for the subarea length. Typically, as the flow length increases, the depth of flow will increase, and therefore it is considered a concentration of flow at points beyond lengths listed in Figure 3-2. However, because the Kirpich formula has been shown to be applicable for watersheds up to 4,000 feet in length (Kirpich, 1940), a subarea may be designated with a length up to 4,000 feet provided the topography and slope of the natural channel are generally uniform. Justification needs to be included with this calculation showing that the watershed will remain natural forever. Examples include areas located in the Multiple Species Conservation Plan (MSCP), areas designated as open space or mral in a community's General Plan, and Cleveland National Forest. (b) Urban Watersheds - Flow through a closed conduit where no additional flow can enter the system during the travel, length, velocity and Tt are determined using the peak flow in the conduit. In cases where the conduit is not closed and additional flow from a contributing subarea is added to the total flow during travel (e.g., street flow in a gutter), calculation of velocity and Tt is performed using an assumed average flow based on the total area (including upstream subareas) contributing to the point of interest. The Manning equation is usually used to determine velocity. Discharges for small watersheds typically range from 2 to 3 cfs per acre, depending on land use, drainage area, and slope and rainfall intensity. Note: The MRM should be used to calculate the peak discharge when there is a junction from independent subareas into the drainage system. 3-15 La Costa Resort & Spa (Inclusion of Planning Area II) Drainage Study CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.2 - Design Rainfall Determination 100-Year, 6-Hour Rainfall Isopluvial Map EM:DJG h:\reports\2503\01\a04-pa2.doc w.o. 2503-1 9/1/2006 9:47 AM La Costa Resort & Spa (Inclusion of Planning Area II) Drainage Study CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.2 - Design Rainfall Determination 100-Year, 24-Hour Rainfall Isopluvial Map EM:DJG h:\rBpo[ts\2503\01\a04-pa2.doc W.O. 2503-1 9/1/2006 9:47 AM o CO T— O o CO in 'to 33°30^ Orange County 33°30' 33°15' 33''00' County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event - 24 Hours Isopluvial (inches) DPW GIS Si^GIS QwparorMt ^ PtMc VKxAs Wc Have Sun Dicgo Ojvcrcd! N THIS MAP IS PROVIDED WITHOUT WARRANTY OF ANY KIND, ErfHER EXPRESS OR IMPUED. INCLUDING. BUT NOT UMfrED TO, THE IMPUED WARRANTIES OF MERCHANTABILITY AND RTNESS FOR A PARTICULAR PURPOSE. Copyright SanGIS. Al Rights Reserved. This products may contain information from ttw SANDAG Regional Infomtatkxi System which cannot be reproduced without the VMltlen pemilsskHi of SANDAG. This product may contain ir^irmation which has been reproduced with parmission granted by Thomas Brothers Maps. 3 Miles La Costa Resort & Spa (Inclusion of Planning Area II) Drainage Study CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.3 - Runoff Coefficient Determination EM:DJG h:\repoitsV2503\01\aO4-pa2.doc w.o. 2503-1 9/1/2006 9:47 AM San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 6 of 26 Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient "C" Soil Type NRCS Elements County Elements % IMPER. A B C D Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25 0.30 0.35 Low Density Residential (LDR) Residential, 1.0 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 Residential (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 Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 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 Professional/Commercial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 0.87 0.87 •The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU/A = dwelling units per acre NRCS = National Resources Conservation Service 3-6 La Costa Resort & Spa (Inclusion of Planning Area II) Drainage Study CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.4 - Rainfall Intensity Determination Urban Watershed Overland Time of Flow Nomograph EM:DJG h:\repoR5t2503\01\a04.pa2.doc w.o. 2503-1 9/1/2006 9:47 AM 100 UJ UJ U. UJ o CO Q Ul <^ D£ D O O oe: UJ I CO UJ H Z z UJ I- O u. D Z UJ > O EXAMPLE: Given: Watercourse Distance (D) = 70 Feet Slope (s) =1.3% Runoff Coefficient (C) = 0.41 Overland Flow Time (T) = 9.5 Minutes SOURCE: Airport Drainage, Federal Aviation Administration, 1965 T 1-8 (1.1-C) VD" FIGURE Rational Formula - Overland Time of Flow Nomograph La Costa Resort & Spa (Inclusion of Planning Area II) Drainage Study CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.4 - Rainfall Intensity Determination Intensity-Duration Design Chart EM:DJG h:\reports\2503\01\a04-pa2.doc w.o. 2503-1 9/1/2006 9:47 AM 7 8 9 10 20 30 Minutes 40 50 1 Duration Directions for Application: (1) From precipitation maps detennine 6 hr and 24 hramounts for the selec;ted frequency. These maps are Included in the County Hydrology Manual (10,50, and 100 yr maps included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (If necessary) so that it is within the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert). (3) Plot 6 hr precipitation on the right side of the chart. (4) Draw a line thnsugh the point parallel to the plotted lines. (5) This line is the intensity-duration curve for the location being analyzed. year in..P24 = 'P 24 m. Application Fomi: (a) Selected frequency (b) P6= _ (c) Adjusted Pg^^) •• (e)l= in./hr. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. mm. P8 1.5 2 1 2.5 3 3.5 4 4.5 S 5.S 6 Duiation t 1 1 r t 1 1 1 1 t [ 1 5 2.63 3.95 5.27 6.59 7.90 9.22 10.54 11.86 13.17 14.49 15.81 7 Zi2 3.18 4.24 5,30 6,36 7.42 8.48 9.54 10.60 11.66 12.72 10.11 10 1.66 2.53 3.37 4,21 5.05 5.90 6.74 7.58 9,27" 12.72 10.11 IS 1.30 1.95 2.S9 3.24 3.89 4.54 5.19 5.84 6.49 7,13 7.78 20 25 1.08 1.62 2.15 2.69 3.23 3.77 4.31 4,85 5.39 5.93 6.46 20 25 0.93 1,40 1.B7 2.33 Z80 3.27 3.73 3.32 4.20 4.67^ 5.13 5.60 30 0.83 1.24 1.66 2.07 2 49 2.90 3.73 3.32 3,73 1 4,15 1 4,56 1 4.98 3,10 1 3.45 i 3.79 1 4,13 2.69 1 2,98 [ 3,28 J 3.58 40 0.69 1.03 1.38 1.72 2.07 2.41 2 76 "2 39 3,73 1 4,15 1 4,56 1 4.98 3,10 1 3.45 i 3.79 1 4,13 2.69 1 2,98 [ 3,28 J 3.58 50 0.60 0.90 1.19 1.49 1.79 2.09 2 76 "2 39 3,73 1 4,15 1 4,56 1 4.98 3,10 1 3.45 i 3.79 1 4,13 2.69 1 2,98 [ 3,28 J 3.58 60 o.sr 0.80 1.06 1.33 1.59 1.86 2.12 239' 2 65 2 92 3 18 1.84 1 2,04 i 2,25 j 2.45 1.53 1 1,70 i 1,87 I 2,04 90 0.41 0.61 0.82 1.02 1.23 1.43 1 63 239' 2 65 2 92 3 18 1.84 1 2,04 i 2,25 j 2.45 1.53 1 1,70 i 1,87 I 2,04 120 a34 0.51 0.88 0.85 1.02 1.19 1 36 239' 2 65 2 92 3 18 1.84 1 2,04 i 2,25 j 2.45 1.53 1 1,70 i 1,87 I 2,04 ISO 0.29 0.44 0.59 0,73 0.88 1.03 1.18 1 1.32 1.47 : 1.62 1 1.76 iSl i 1,44TT57" 1.08 I 1,19 1 1.30 0.94 ! 1,03 h.13_ 0.84T0,92l I.oo" 1S0 0.26 0.39 0.52 0.65 0.78 0.91 1.04 1.18 0.98 0.85 0.75" 1.47 : 1.62 1 1.76 iSl i 1,44TT57" 1.08 I 1,19 1 1.30 0.94 ! 1,03 h.13_ 0.84T0,92l I.oo" 240 0.22 0.33 0.43 0.54 0.65 0.76 0 87 1.18 0.98 0.85 0.75" 1.47 : 1.62 1 1.76 iSl i 1,44TT57" 1.08 I 1,19 1 1.30 0.94 ! 1,03 h.13_ 0.84T0,92l I.oo" 300 0.19 0,28 0.38 0.47 0.56 0.66 0 75 1.18 0.98 0.85 0.75" 1.47 : 1.62 1 1.76 iSl i 1,44TT57" 1.08 I 1,19 1 1.30 0.94 ! 1,03 h.13_ 0.84T0,92l I.oo" 360 0.17 0,25 0.33 0.42 0.50 0.58 0.67 1.18 0.98 0.85 0.75" 1.47 : 1.62 1 1.76 iSl i 1,44TT57" 1.08 I 1,19 1 1.30 0.94 ! 1,03 h.13_ 0.84T0,92l I.oo" FIGURE Intensity-Duration Design Chart - Template La Costa Resort & Spa (Inclusion of Planning Area II) Drainage Study CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.4 - Rainfall Intensity Determination Gutter and Roadway Discharge-Velocity Chart EM:DX h:\reixirts\25a3\01\a04-pa2.doc w.o. 2503-1 9/1/2006 9:47 AM —1.5'- -n = .01 1 2 3 456789 10 Discharge (C.F.S.) EXAMPLE: Given: Q = 10 S = 2.5% Chart gives: Depth = 0.4, Velocity = 4.4 f.p.s. SOURCE: San Diego County Department of Special District Services Design IVIanual 20 30 40 50 FIGURE Gutter and Roadway Discharge - Velocity Chart La Costa Resort & Spa (Inclusion of Planning Area II) Drainage Study CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.4 - Rainfall Intensity Determination Manning's Equation Nomograph EM:OJG h:\reports\2503\01\a04-pa2.doc w.o. 2503-1 9/1/2006 9:47 AM w o c 7i O m c w D O I o CO 5 3 5" (Q m .a c fi) 5" 3 Z o 3 o (O u T3 3- SLOPE in feet per foot -s O m z m Cfl O O 2 OOOO o ooo- ) o > \\\ o o ooooo (J) -NJ 03 CD HYDRAULIC RADIUS in feet - R .|....v""|""|""|.».<|""f" 'I ' <•»!•». CD CO -sj c3) cn CO \ o o ' (D CD 'bo -v^ CJ) CJI m D O 2 < II CO Zl \ / ./ \ \ VELOCITY in feet per second - V I" vi'ri'|TTtr|Ti' npnilttwii-- o o {» <D\ n-r^-rnmiTrrr ROUGHNESS Coefficient - n La Costa Resort & Spa (Inclusion of Planning Area II) Drainage Study CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.5 - Model Development Summary EM:DJG Ii:\repons\2503\01\a04-pa2,doc w.o. 2503-1 9/1/2006 9:47 AM La Costa Resort & Spa (Inclusion of Planning Area II) Drainage Study Rational Method Hydrology Analvsis Computer Software Package - AES-2003 Design Storm - 100-Year Return Interval Land Use - Commercial and Residential Soil Type - Hydrologic soil group D was assumed for all areas. Group D soils have very slow infiltration rates when thoroughly wetted. Consisting chiefly of clay soils with a high swelling potential, soils with a high permanent water table, soils with clay pan or clay layer at or near the surface, and shallow soils over nearly impervious materials. Group D soils have a very slow rate of water transmission. Runoff Coefficient - In accordance with the County of San Diego standards, commercial areas were assigned a runoff coefficient of 0.82, residential areas were designated a mnoff coefficient of 0.52, and areas that are 90% impervious were assigned a mnoff coefficient of 0.87. Method of Analysis - The Rational Method is the most widely used hydrologic model for estimating peak runoff rates. Applied to small urban and semi-urban areas with drainage areas less than 0.5 square miles, the Rational Method relates storm rainfall intensity, a runoff coefficient, and drainage area to peak runoff rate. This relationship is expressed by the equation: Q = CIA, where: Q = The peak mnoff rate in cubic feet per second at the point of analysis. C = A mnoff coefficient representing the area - averaged ratio of runoff to rainfall intensity. I = The time-averaged rainfall intensity in inches per hour corresponding to the time of concentration. A = The drainage basin area in acres. To perform a node-link study, the total watershed area is divided into subareas which discharge at designated nodes. The procedure forthe subarea summation model is as follows: (1) Subdivide the watershed into an initial subarea (generally 1 lot) and subsequent subareas, which are generally less than 10 acres in size. Assign upstream and downstream node numbers to each subarea. (2) Estimate an initial Tc by using the appropriate nomograph or overland flow velocity estimation. (3) Using the initial Tc, determine the corresponding values of I. Then Q = C I A. EM:DX n:\rei»rtsV2503\01\a04-pa2.doc w.o. 2503-1 9/1/20O6 9:47 AM La Costa Resort & Spa (Inclusion of Planning Area II) Drainage Study (4) Using Q, estimate the travel time between this node and the next by Manning's equation as applied to the particular channel or conduit linking the two nodes. Then, repeat the calculation for Q based on the revised intensity (which is a function of the revised time of concentration) The nodes are joined together by links, which may be street gutter flows, drainage swales, drainage ditches, pipe flow, or various channel flows. The AES-99 computer subarea menu is as follows: SUBAREA HYDROLOGIC PROCESS 1. Confluence analysis at node. 2. Initial subarea analysis (induding time of concentration calculation). 3. Pipeflow travel time (computer estimated). 4. Pipeflow travel time (user specified). 5. Trapezoidal channel travel time. 6. Street flow analysis through subarea. 7. User - specified information at node. 8. Addition of subarea mnoff to main line. 9. V-gutter flow through area. 10. Copy main stream data to memory bank 11. Confluence main stream data with a memory bank 12. Clear a memory bank At the confluence point of two or more basins, the following procedure is used to combine peak flow rates to account for differences in the basin's times of concentration. This adjustment is based on the assumption that each basin's hydrographs are triangular in shape. 1. If the collection streams have the same times of concentration, then the Q values are directly summed, Qp = Qa + Qb; Tp = Ta = Tb 2. If the collection streams have different times of concentration, the smaller of the tributary Q values may be adjusted as follows: a. The most frequent case is where the collection stream with the longer time of concentration has the larger Q. The smaller Q value is adjusted by the ratio of rainfall intensities. Qp = Qa + Qb (la/lb); Tp = Ta EM:OJG h:\reportsU503U11Va04-pa2.doc w.o. 2503-1 9/1/2006 9:47 AM La Costa Resort & Spa (Inclusion of Planning Area II) Drainage Study b. In some cases, the collection stream with the shorter time of concentration has the larger Q. Then the smaller Q is adjusted by a ratio of the T values. Qp = Qb + Qa(Tbn-a); Tp = Tb EM:DJG h:\reports\2503\01Va04-pa2.doc w.o. 2503-1 9/1/2006 9:47 AM La Costa Resort & Spa (Inclusion of Planning Area II) Drainage Study Storm Drain Hvdraulic Analvsis Computer Software - StormCAD Design Storm - 100-Year Return Interval Storm drain systems in this analysis were sized to prevent street flooding and to predict outlet velocities to receiving channels. The StormCAD computer program, developed by Haested Methods, was used to predict hydraulic grade lines, pipe flow travel times, and velocities in the storm drain systems. Required input includes the peak flowrate at each inlet, upstream and downstream inverts, pipe lengths, and rim elevations. Flow calculations are valid for both pressure and varied flow situations, including hydraulic jumps, backwater, and drawdown curves. The gravity network solution is solved using a numerical model that utilizes both the direct step and standard step gradually varied flow methods. Junction losses are modeled using the standard method, which calculates structure headloss based on the structure's exit velocity (velocity at the upstream end ofthe downstream pipe). The exit velocity head is multiplied by a user-entered coefficient to determine the loss according to the following fonnula: Hs = K*Vo^/2g Where Hs = stmcture headloss (ft.) K = headloss coefficient Vo = exit pipe velocity (ft/s) G = gravitational acceleration (ft/s^) Typical headloss coefficients used forthe standard method range from 0.5 to 1.0 depending on the number of pipes meeting at the junction and the confluence angle. For a trunkline only with no bend at the junction, a headloss coefficient of 0.5 is selected. For three or more entrance lines confluencing at a junction, a value of 1.0 is selected. EM:aiG Ii:\reports\2503\01\a04.pa2.doc w.o. 2503-1 9/1/2006 9:47 AM La Costa Resort & Spa (Inclusion of Planning Area II) Drainage Study CHAPTERS 100-YEAR HYDROLOGIC MODEL (AES MODEL OUTPUTS) 3.1 - Developed Condition Analysis EM:DJG h:\Fepoits\2503\01\a04-pa2.doc w.o. 2503-1 9/1/2006 9:47 AM ******************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/2003 License ID 1239 Analysis prepared by: HUNSAKER & ASSOCIATES - SAN DIEGO 10179 Huennekens Street San Diego, Ca. 92121 (858) 558-4500 ************************** DESCRIPTION OF STUDY ************************** * VILLAS OF LA COSTA H&A W.O. #2503-1 * * 100 YEAR DEVELOPED CONDITION HYROLOGIC ANALYSIS * * AUGUST, 2006 * ************************************************************************** FILE NAME: H:\AES2003\2503\0l\DEV-100.DAT TIME/DATE OF STUDY: 12:38 08/31/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2 003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* + + I BEGIN ANALYSIS FOR DEVELOPED DISCHARGE TO NATURAL CHANNEL ADJACENT | I TO EL CAMINO REAL | + + -,. -1- I INFLOW FROM INLET 102 - ARENAL ROAD | **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.07 RAIN INTENSITY(INCH/HOUR) = 5.79 TOTAL AREA(ACRES) = 1.65 TOTAL RUNOFF(CFS) = 5.07 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 500.00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 79.00 DOWNSTREAM ELEVATION(FEET) = 60.70 STREET LENGTH(FEET) = 3 90.00 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) = 0.02 0 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) = 6.54 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.13 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.03 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.82 STREET FLOW TRAVEL TIME(MIN.) = 1.2 9 Tc(MIN.) = 8.36 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.200 *USER SPECIFIED (SXJBAREA) : STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.626 SUBAREA AREA(ACRES) = 0.65 SUBAREA RUNOFF (CFS) = 2.94 TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) = 7.49 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.37 HALFSTREET FLOOD WIDTH(FEET) =11.84 FLOW VELOCITY(FEET/SEC.) = 5.18 DEPTH*VELOCITY(FT*FT/SEC.) = 1.94 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 500.00 = 390.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5 0 0.00 TO NODE 500.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< + TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.36 RAINFALL INTENSITY(INCH/HR) = 5.2 0 TOTAL STREAM AREA(ACRES) = 2.3 0 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.49 -I- INFLOW FROM INLET 2 03 - ARENAL ROAD i -I--- + **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 11.30 RAIN INTENSITY(INCH/HOUR) = 4.28 TOTAL AREA(ACRES) = 3.0 0 TOTAL RUNOFF(CFS) = 6.74 **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 510.00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SOTAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 78.00 DOWNSTREAM ELEVATION(FEET) = 66.00 STREET LENGTH(FEET) = 27 0.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 3 0.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.04 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.3 7 HALFSTREET FLOOD WIDTH(FEET) = 11.68 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.99 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.85 STREET FLOW TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 12.20 100 YEAR RAINFALL INTENSITY(INCH/HOUR) =4.075 *USER SPECIFIED(SUBAREA): STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NinVIBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.543 SXJBAREA AREA (ACRES) = 0.17 SUBAREA RXJNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 3.17 PEAK FLOW RATE(CFS) = 7.02 END OF SXJBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.68 FLOW VELOCITY(FEET/SEC.) = 4.97 DEPTH*VELOCITY(FT*FT/SEC.) = 1.84 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 510.00 = 270.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 510.00 TO NODE 510.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOXJR) = 4.075 *USER SPECIFIED (SXJBAREA) : GENERAL COMMERCIAL RXJNOFF COEFFICIENT = .8200 S.C.S. CXJRVE NXJMBER (AMC II) = 0 AREA-AVERAGE RXJNOFF COEFFICIENT = 0.6610 SXJBAREA AREA (ACRES) = 2.35 SXJBAREA RXJNOFF (CFS) = 7.85 TOTAL AREA(ACRES) = 5.52 TOTAL RXJNOFF(CFS) = 14.87 TC(MIN.) = 12.2 0 **************************************************************************** FLOW PROCESS FROM NODE 510.00 TO NODE 511.00 IS CODE = 41 >>>>>COMPXJTE PIPE-FLOW TRAVEL TIME THRU SXJBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 60.00 DOWNSTREAM(FEET) = 56.83 FLOW LENGTH(FEET) = 126.90 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.39 GIVEN PIPE DIAMETER(INCH) = 18.00 NXMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.87 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 12.41 LONGEST FLOWPATH FROM NODE 0.0 0 TO NODE 511.00 = 396.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 511.00 IS CODE = 81 >>>>>ADDITION OF SXJBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOXJR) = 4.032 *USER SPECIFIED (SXJBAREA) : GENERAL COMMERCIAL RXJNOFF COEFFICIENT = .8200 S.C.S. CXJRVE NXJMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7076 SXJBAREA AREA (ACRES) = 2.29 SXJBAREA RUNOFF (CFS) = 7.57 TOTAL AREA(ACRES) = 7.81 TOTAL RXJNOFF(CFS) = 22.28 TC(MIN.) = 12.41 **************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 500.00 IS CODE = 41 >>>>>COMPUTE PI PE-FLOW TRAVEL TIME THRU SXJBAREA< < < < < >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 56.50 DOWNSTREAM(FEET) = 52.33 FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 23.03 GIVEN PIPE DIAMETER (INCH) = 18.00 NXJMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.28 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 12.43 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 500.00 = 424.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NXJMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.43 RAINFALL INTENSITY(INCH/HR) = 4.03 TOTAL STREAM AREA(ACRES) = 7.81 PEAK FLOW RATE (CFS) AT CONFLtJENCE = 22.28 ** CONFLXJENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NXJMBER (CFS) (MIN.) (INCH/HOXJR) (ACRE) 1 7.49 8.36 5.200 2.30 2 22.28 12.43 4.028 7.81 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLXJENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RXJNOFF Tc INTENSITY NTJMBER (CFS) (MIN.) (INCH/HOXJR) 1 22.49 8.36 5.200 2 28.08 12.43 4.028 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 28.08 Tc(MIN.) = 12.43 TOTAL AREA(ACRES) = 10.11 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 500.00 = 424.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 520.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SXJBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 52.00 DOWNSTREAM(FEET) = 48.91 FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.013 ASSXJME FXJLL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 15.89 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER (INCH) = 18.00 NXJMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.08 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 12.56 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 520.00 = 549.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 520.00 TO NODE 520.00 IS CODE = 81 >>>>>ADDITION OF SXJBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.001 *USER SPECIFIED (SXJBAREA) : GENERAL COMMERCIAL RXJNOFF COEFFICIENT = .8200 S.C.S. CXJRVE NXJMBER (AMC II) = 0 AREA-AVERAGE RXJNOFF COEFFICIENT = 0.6996 SUBAREA AREA (ACRES) = 0.88 SXJBAREA RXJNOFF (CFS) = 2.89 TOTAL AREA(ACRES) = 10.99 TOTAL RXJNOFF(CFS) = 30.76 TC(MIN.) = 12.56 **************************************************************************** FLOW PROCESS FROM NODE 520.00 TO NODE 521.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SXJBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 48.41 DOWNSTREAM(FEET) = 46.93 FLOW LENGTH(FEET) = 122.00 MANNING'S N = 0.013 ASSXJME FXJLL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 9.79 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER (INCH) = 24.00 NXJMBER OF PIPES = 1 PIPE-FLOW(CFS) = 30.76 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 12.77 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 521.00 = 671.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 521.00 TO NODE 521.00 IS CODE = 81 >>>>>ADDITION OF SXJBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOXJR) = 3.958 *USER SPECIFIED (SXJBAREA) : GENERAL COMMERCIAL RXJNOFF COEFFICIENT = .8200 S.C.S. CXJRVE NUMBER (AMC II) = 0 AREA-AVERAGE RXJNOFF COEFFICIENT = 0.7219 SXJBAREA AREA (ACRES) = 2.50 SXJBAREA RXJNOFF (CFS) = 8.11 TOTAL AREA(ACRES) = 13.49 TOTAL RXINOFF(CFS) = 38.55 TC(MIN.) = 12.77 **************************************************************************** FLOW PROCESS FROM NODE 521.00 TO NODE 522.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SXJBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 46.27 DOWNSTREAM(FEET) = 43.42 FLOW LENGTH(FEET) = 136.00 MANNING'S N = 0.013 ASSXJME FXJLL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 12.27 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER (INCH) = 24.00 NXJMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.55 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 12.95 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 522.00 = 807.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 522.00 TO NODE 523.00 IS CODE = 41 >>>>>COMPXJrE PIPE-FLOW TRAVEL TIME THRU SXJBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 43.33 DOWNSTREAM(FEET) = 39.95 FLOW LENGTH(FEET) = 154.60 MANNING'S N = 0.013 ASSXJME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 12.27 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER (INCH) = 24.00 NXJMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.55 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 13.16 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 523.00 = 962.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 523.00 TO NODE 524.00 IS CODE = 41 >>>>>COMPXJrE PIPE-FLOW TRAVEL TIME THRU SXJBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 39.62 DOWNSTREAM(FEET) = • 37.39 FLOW LENGTH(FEET) = 169.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.47 GIVEN PIPE DIAMETER (INCH) = 3 0.00 NXJMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.55 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 13.43 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 524.00 = 1131.90 FEET. +. + I INFLOW FROM EXISTING AND PROPOSED SITE WITHIN EASTERN PORTION OF | PROPOSED DEVELOPMENT | I i + -I- **************************************************************************** FLOW PROCESS FROM NODE 524.00 TO NODE 524.00 IS CODE = 81 >>>>>ADDITION OF SXJBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOXJR) = 3.831 *USER SPECIFIED (SXJBAREA) : GENERAL COMMERCIAL RXJNOFF COEFFICIENT = .8200 S.C.S. CXJRVE NXJMBER (AMC II) = 0 AREA-AVERAGE RXJNOFF COEFFICIENT = 0.7456 SXJBAREA AREA (ACRES) = 4.3 0 SXJBAREA RXJNOFF (CFS) = 13.51 TOTAL AREA(ACRES) = 17.79 TOTAL RUNOFF(CFS) = 50.82 TC(MIN.) = 13.43 **************************************************************************** FLOW PROCESS FROM NODE 524.00 TO NODE 524.00 IS CODE = 81 >>>>>ADDITION OF SXJBAREA TO MAINLINE PEAK FLOW<<<<< 10 0 YEAR RAINFALL INTENSITY (INCH/HOXJR) = 3.831 *USER SPECIFIED (SXJBAREA) : GENERAL COMMERCIAL RXJNOFF COEFFICIENT = .8200 S.C.S. CXJRVE NXJMBER (AMC II) = 0 AREA-AVERAGE RXJNOFF COEFFICIENT = 0.7555 SXJBAREA AREA (ACRES) = 2.72 SXJBAREA RXJNOFF (CFS) = 8.54 TOTAL AREA (ACRES) = 2 0.51 TOTAL RXJNOFF (CFS) = 59.36 TC(MIN.) = 13.43 **************************************************************************** FLOW PROCESS FROM NODE 524.00 TO NODE 530.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SXrBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 37.06 DOWNSTREAM(FEET) = 35.33 FLOW LENGTH(FEET) = 86.30 MANNING'S N = 0.013 ASSXJME FXJLL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 12.09 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER (INCH) = 3 0.00 NXJMBER OF PIPES = 1 PIPE-FLOW(CFS) = 59.36 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 13.55 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 530.00 = 1218.-20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 530.00 TO NODE 530.00 IS CODE = 81 >>>>>ADDITION OF SXJBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOXJR) = 3.809 *USER SPECIFIED (SXJBAREA) : STREETS & ROADS (CURBS/STORM DRAINS) RXJNOFF COEFFICIENT = .8700 S.C.S. CXJRVE NXJMBER (AMC II) = 0 AREA-AVERAGE RXJNOFF COEFFICIENT = 0.7627 SXIBAREA AREA (ACRES) = 1.37 SUBAREA RXJNOFF (CFS) = 4.54 TOTAL AREA(ACRES) = 21.88 TOTAL RUNOFF(CFS) =63.56 TC(MIN.) = 13.55 **************************************************************************** FLOW PROCESS FROM NODE 530.00 TO NODE 531.00 IS CODE = 41 >>>>>COMPXJrE PI PE-FLOW TRAVEL TIME THRU SXJB AREA< < < < < >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 35.00 DOWNSTREAM(FEET) = 33.68 FLOW LENGTH(FEET) = 65.70 MANNING'S N = 0.013 ASSXJME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 12.95 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER (INCH) = 3 0.00 NXJMBER OF PIPES = 1 PIPE-FLOW(CFS) = 63.56 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 13.63 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 531.00 = 1283.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 531.00 TO NODE 540.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SXJBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 33.35 DOWNSTREAM(FEET) = 29.27 FLOW LENGTH(FEET) = 204.00 MANNING'S N = 0.013 ASSXJME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 12.95 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER (INCH) = 3 0.00 NXJMBER OF PIPES = 1 PIPE-FLOW(CFS) = 63.56 PIPE TRAVEL TIME(MIN.) = 0.2 6 Tc(MIN.) = 13.90 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 540.00 = 14 87.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 540.00 TO NODE 540.00 IS CODE = 81 >>>>>ADDITION OF SXJBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOXIR) = 3.748 *USER SPECIFIED (SXJBAREA) : GENERAL COMMERCIAL RXJNOFF COEFFICIENT = .8200 S.C.S. CXJRVE NXJMBER (AMC II) = 0 AREA-AVERAGE RXJNOFF COEFFICIENT = 0.7697 SXJBAREA AREA (ACRES) = 3.04 SXJBAREA RXJNOFF (CFS) = 9.34 TOTAL AREA(ACRES) = 24.92 TOTAL RXJNOFF (CFS) = 71.88 TC(MIN.) = 13.90 **************************************************************************** FLOW PROCESS FROM NODE 540.00 TO NODE 590.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SXJBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 29.27 DOWNSTREAM(FEET) = 11.30 FLOW LENGTH(FEET) = 693.30 MANNING'S N = 0.013 DEPTH OF FLOW IN 3 6.0 INCH PIPE IS 21.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.95 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 71.88 PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 14.62 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 590.00 = 2181.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 590.00 TO NODE 590.00 IS CODE = 81 >>>>>ADDITION OF SXJBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOXJR) = 3.627 *USER SPECIFIED(SUBAREA): OFFICE PROFESSIONAL/COMMERCIAL RXJNOFF COEFFICIENT = .8700 S.C.S. CXJRVE NXJMBER (AMC II) = 0 AREA-AVERAGE RXJNOFF COEFFICIENT = 0.7835 SXJBAREA AREA (ACRES) = 4.0 0 SXJBAREA RXJNOFF (CFS) = 12.62 TOTAL AREA(ACRES) = 28.92 TOTAL RXJNOFF(CFS) = 82.18 TC(MIN.) = 14.62 I TOTAL VILAS OF LA COSTA TRIBUTARY TO DIVERSION STRUCTXJRE AND BMP XJNIT. | I DIVERSION OF 3 9 CFS PER RBF DIVERSION STRUCTXJRE IS CONVEYED TO | I ADJACENT 3 6-INCH RCP WITHIN EL CAMINO REAL | + + **************************************************************************** FLOW PROCESS FROM NODE 590.00 TO NODE 590.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALXJES ARE AS FOLLOWS: TC(MIN) = 14.62 RAIN INTENSITY (INCH/HOXJR) = 3.63 TOTAL AREA (ACRES) = 13.45 TOTAL RXJNOFF (CFS) = 39.00 **************************************************************************** FLOW PROCESS FROM NODE 590.00 TO NODE 14.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SXJBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 11.30 DOWNSTREAM(FEET) = 10.89 FLOW LENGTH(FEET) = 5.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 11.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.83 GIVEN PIPE DIAMETER (INCH) = 36.00 NXJMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.00 PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 14.62 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 14.00 = 2186.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< BEGIN ANALYSIS FOR EASTERN INLET WITHIN EL CAMINO REAL. + - • + - + **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SXJBAREA ANALYSIS<<<<< *USER SPECIFIED (SXJBAREA) : NEIGHBORHOOD COMMERCIAL RXJNOFF COEFFICIENT = .8700 S.C.S. CXJRVE NXJMBER (AMC II) = 0 INITIAL SXJBAREA FLOW-LENGTH (FEET) = 70.00 UPSTREAM ELEVATION(FEET) = 110.70 DOWNSTREAM ELEVATION(FEET) = 109.30 ELEVATION DIFFERENCE(FEET) = 1.40 SXJBAREA OVERLAND TIME OF FLOW (MIN.) = 2.74 9 100 YEAR RAINFALL INTENSITY(INCH/HOXJR) = 7.246 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SXJBAREA RXJNOFF (CFS) = 0.63 TOTAL AREA (ACRES) = 0.10 TOTAL RXJNOFF (CFS) = 0.63 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME -THRU SXJBAREA<<<<< >>>>> (STANDARD CXJRB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 109.30 DOWNSTREAM ELEVATION(FEET) = 83.00 STREET LENGTH (FEET) = 930.00 CXJRB HEIGHT (INCHES) = 6.0 STREET HALFWIDTH(FEET) = 42.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NXJMBER OF HALFSTREETS CARRYING RXJNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.50 STREETFLOW MODEL RESXJLTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) =9.45 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.46 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.09 STREET FLOW TRAVEL TIME(MIN.) = 4.48 Tc(MIN.) = 7.23 100 YEAR RAINFALL INTENSITY (INCH/HOXJR) = 5.712 *USER SPECIFIED (SXJBAREA) : NEIGHBORHOOD COMMERCIAL RXJNOFF COEFFICIENT = .8700 S.C.S. CXJRVE NXJMBER (AMC II) = 0 AREA-AVERAGE RXJNOFF COEFFICIENT = 0.870 SXJBAREA AREA (ACRES) = 1.14 SXJBAREA RXJNOFF (CFS) = 5.67 TOTAL AREA(ACRES) = 1.24 PEAK FLOW RATE(CFS) = 6.16 END OF SXJBAREA STREET FLOW HYDRAXJLICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.06 FLOW VELOCITY(FEET/SEC.) = 3.92 DEPTH*VELOCITY(FT*FT/SEC.) = 1.44 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1000.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 61 >>>>>COMPXJTE STREET FLOW TRAVEL TIME THRU SXJBAREA<<<<< >>>>> (STANDARD CXJRB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 83.00 DOWNSTREAM ELEVATION(FEET) = 52.00 STREET LENGTH(FEET) = 1000.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 42.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NXJMBER OF HALFSTREETS CARRYING RXJNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.16 STREETFLOW MODEL RESXJLTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.57 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.90 STREET FLOW TRAVEL TIME(MIN.) = 3.65 Tc(MIN.) = 10.88 100 YEAR RAINFALL INTENSITY(INCH/HOXm) = 4.388 *USER SPECIFIED (SXJBAREA) : NEIGHBORHOOD COMMERCIAL RXJNOFF COEFFICIENT = .8700 S.C.S. CURVE NXJMBER (AMC II) = 0 AREA-AVERAGE RXJNOFF COEFFICIENT = 0.870 SXJBAREA AREA (ACRES) = 2.08 SXJBAREA RXJNOFF (CFS) = 7.94 TOTAL AREA(ACRES) = 3.32 PEAK FLOW RATE(CFS) = 12.68 END OF SXJBAREA STREET FLOW HYDRAXJLICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.86 FLOW VELOCITY(FEET/SEC.) = 4.81 DEPTH*VELOCITY(FT*FT/SEC.) = 2.13 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 2000.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 61 >>>>>COMPXJTE STREET FLOW TRAVEL TIME THRU SXJBAREA<<<<< >>>>> (STANDARD CXJRB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 52.00 DOWNSTREAM ELEVATION(FEET) = 16.00 STREET LENGTH(FEET) = 800.00 CXJRB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 2 0.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NXJMBER OF HALFSTREETS CARRYING RXJNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 **TRAVEL TIME COMPXJTED USING ESTIMATED FLOW(CFS) = 15.21 STREETFLOW MODEL RESXJLTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.82 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.80 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.57 STREET FLOW TRAVEL TIME(MIN.) = 2.30 Tc(MIN.) = 13.18 100 YEAR RAINFALL INTENSITY (INCH/HOXJR) = 3.878 *USER SPECIFIED (SXJBAREA) : NEIGHBORHOOD COMMERCIAL RXJNOFF COEFFICIENT = .8700 S.C.S. CXJRVE NXJMBER (AMC II) = 0 AREA-AVERAGE RXJNOFF COEFFICIENT = 0.870 SXJBAREA AREA (ACRES) = 1.50 SXJBAREA RXJNOFF (CFS) = 5.06 TOTAL AREA(ACRES) = 4.82 PEAK FLOW RATE(CFS) = 16.26 END OF SXJBAREA STREET FLOW HYDRAXJLICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.20 FLOW VELOCITY(FEET/SEC.) = 5.93 DEPTH*VELOCITY(FT*FT/SEC.) = 2.67 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 2800.00 FEET. EXISTING INLET INTERCEPTS APPROXIMATELY 9.57 CFS PER HEC-22 CALC APPROXIMATELY 6.69 CFS WILL BYPASS INLET - SEE ATTACHED CALCS. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALXJES ARE AS FOLLOWS: TC(MIN) = 13.18 RAIN INTENSITY (INCH/HOXJR) = 3.88 TOTAL AREA (ACRES) = 2.80 TOTAL RXJNOFF (CFS) = 9.57 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 11 >>>>>CONFLXJENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLXJENCE DATA ** STREAM RXJNOFF Tc INTENSITY AREA NXJMBER (CFS) (MIN.) (INCH/HOXJR) (ACRE) 1 9.57 13.18 3.878 2.80 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 2800.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RXJNOFF Tc INTENSITY AREA NXJMBER (CFS) (MIN.) (INCH/HOXJR) (ACRE) 1 39.00 14.62 3.626 13.45 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 14.00 = 2186.20 FEET. ** PEAK FLOW RATE TABLE ** STREAM RXJNOFF Tc INTENSITY NXJMBER (CFS) (MIN.) (INCH/HOXJR) 1 44.72 13.18 3.878 2 47.95 14.62 3.626 COMPUTED CONFLXJENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 47.95 Tc(MIN.) = 14.62 TOTAL AREA(ACRES) = 16.25 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 12 >>>>>CLEAR MEMORY BANK # 1 <<<<< ***********************************************************************-***** FLOW PROCESS FROM NODE 14.00 TO NODE 22.00 IS CODE = 41 >>>>>COMPXJTE PI PE-FLOW TRAVEL TIME THRU SXJBAREA< < < < < >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 10.56 DOWNSTREAM(FEET) = 10.26 FLOW LENGTH(FEET) = 54.3 0 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.79 GIVEN PIPE DIAMETER (INCH) = 3 6.00 NXJMBER OF PIPES = 1 PIPE-FLOW(CFS) = 47.95 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 14.74 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 22.00 = 2854.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NXJMBER OF STREAMS = 2 CONFLXJENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.74 RAINFALL INTENSITY(INCH/HR) = 3.61 TOTAL STREAM AREA(ACRES) = 16.25 PEAK FLOW RATE (CFS) AT CONFLXJENCE = 47.95 + + I END FLOW TO EASTERN INLET ON EL CAMINO REAL | I BEGIN ANALYSIS FOR FLOW TO WESTERN INLET ON EL CAMINO REAL j I I + + **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SXJBAREA ANALYSIS<<<<< *USER SPECIFIED (SXJBAREA) : GENERAL INDUSTRIAL RXJNOFF COEFFICIENT = .8700 S.C.S. CXJRVE NXJMBER (AMC II) = 0 INITIAL SXJBAREA FLOW-LENGTH (FEET) = 70.00 UPSTREAM ELEVATION(FEET) = 50.30 DOWNSTREAM ELEVATION(FEET) = 48.00 ELEVATION DIFFERENCE(FEET) = 2.30 SXJBAREA OVERLAND TIME OF FLOW (MIN.) = 2.33 0 100 YEAR RAINFALL INTENSITY (INCH/HOXJR) = 7.246 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINXJTE. SXJBAREA RXJNOFF (CFS) = 0.63 TOTAL AREA (ACRES) = 0.10 TOTAL RXJNOFF (CFS) = 0.63 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SXJBAREA<<<<< >>>>> (STANDARD CXJRB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 48.00 DOWNSTREAM ELEVATION(FEET) = 18.00 STREET LENGTH(FEET) = 670.00 CXJRB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 42.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 2 0.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.02 0 OXnSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NXJMBER OF HALFSTREETS CARRYING RXJNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.11 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.2 9 HALFSTREET FLOOD WIDTH(FEET) = 8.10 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.02 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.16 STREET FLOW TRAVEL TIME(MIN.) = 2.78 Tc(MIN.) = 5.11 100 YEAR RAINFALL INTENSITY (INCH/HOXJR) = 7.144 *USER SPECIFIED (SXJBAREA) : GENERAL INDUSTRIAL RXJNOFF COEFFICIENT = .8700 S.C.S. CXJRVE NXJMBER (AMC II) = 0 AREA-AVERAGE RXJNOFF COEFFICIENT = 0.870 SXJBAREA AREA (ACRES) = 0.80 SXIBAREA RXJNOFF (CFS) = 4.97 TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 5.59 END OF SXJBAREA STREET FLOW HYDRAXJLICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.48 FLOW VELOCITY(FEET/SEC.) = 4.60 DEPTH*VELOCITY(FT*FT/SEC.) = 1.54 LONGEST FLOWPATH FROM NODE 2 0.00 TO NODE 22.00 = 740.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPXJTE VARIOUS CONFLXJENCED STREAM VALUES<<<<< TOTAL NXJMBER OF STREAMS = 2 CONFLXJENCE VALXJES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.11 RAINFALL INTENSITY(INCH/HR) = 7.14 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.59 ** CONFLUENCE DATA ** STREAM RXJNOFF Tc INTENSITY AREA NXJMBER (CFS) (MIN.) (INCH/HOXJR) (ACRE) 1 47.95 14.74 3.608 16.25 2 5.59 5.11 7.144 0.90 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMXJLA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RXJNOFF Tc INTENSITY NXJMBER (CFS) (MIN.) (INCH/HOXJR) 1 22.22 5.11 7.144 2 50.77 14.74 3.608 COMPXJTED CONFLXJENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 50.77 Tc(MIN.) = 14.74 TOTAL AREA(ACRES) = 17.15 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 22.00 = 2854.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SXJBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 10.26 DOWNSTREAM(FEET) = 9.53 FLOW LENGTH(FEET) = 74.97 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.06 GIVEN PIPE DIAMETER (INCH) = 36.00 NXJMBER OF PIPES = 1 PIPE-FLOW(CFS) = 50.77 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 14.86 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 23.00 = 2929.27 FEET. + + I END OF ANALYSIS FOR FLOWS TO BATISQUITOS LAGOON. BEGIN ANALYSIS FOR | I DEVELOPED FLOWS TO COSTA DEL MAR ROAD. PER RBF DIVERSION CALCULATIONS j I 43.2 CFS IS CONVEYED TO THIS SYSTEM. | + _^_ **************************************************************************** FLOW PROCESS FROM NODE 590.00 TO NODE 590.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALXJES ARE AS FOLLOWS: TC(MIN) = 14.62 RAIN INTENSITY (INCH/HOXJR) = 3.63 TOTAL AREA(ACRES) = 15.47 TOTAL RXJNOFF(CFS) = 43.20 **************************************************************************** FLOW PROCESS FROM NODE 590.00 TO NODE 591.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SXJBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 11.00 DOWNSTREAM(FEET) = 9.22 FLOW LENGTH(FEET) = 61.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 3 0.0 INCH PIPE IS 17.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.65 GIVEN PIPE DIAMETER (INCH) = 30.00 NXJMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.20 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 14.69 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 591.00 = 2991.07 FEET. **************************************************************************** FLOW PROCESS FROM NODE 591.00 TO NODE 601.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SXJBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 8.89 DOWNSTREAM(FEET) = 7.22 FLOW LENGTH(FEET) = 83.61 MANNING'S N = 0.013 DEPTH OF FLOW IN 3 0.0 INCH PIPE IS 19.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.68 GIVEN PIPE DIAMETER (INCH) = 3 0.00 NXJMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.20 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 14.80 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 601.00 = 3074.68 FEET. **************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 601.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NXJMBER OF STREAMS = 3 CONFLXJENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.80 RAINFALL INTENSITY(INCH/HR) = 3.60 TOTAL STREAM AREA(ACRES) = 15.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 43.20 **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 600.10 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SXJBAREA ANALYSIS<<<<< *USER SPECIFIED (SXJBAREA) : STREETS & ROADS (CXJRBS/STORM DRAINS) RXJNOFF COEFFICIENT = .8700 S.C.S. CURVE NXmBER (AMC II) = 0 INITIAL SXJBAREA FLOW-LENGTH (FEET) = 60.00 UPSTREAM ELEVATION(FEET) =56.50 DOWNSTREAM ELEVATION(FEET) = 55.90 ELEVATION DIFFERENCE(FEET) = 0.60 SXJBAREA OVERLAND TIME OF FLOW (MIN.) = 3.207 WARNING: INITIAL SXJBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMXJM OVERLAND FLOW LENGTH = 60.00 (Reference: Table 3-IB of Hydrology Manual) THE MAXIMXJM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY (INCH/HOXJR) = 7.246 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SXJBAREA RXMOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 0.10 TOTAL RXJNOFF(CFS) = 0.63 **************************************************************************** FLOW PROCESS FROM NODE 600.10 TO NODE 601.00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SXJBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 55.90 DOWNSTREAM ELEVATION(FEET) = 12.00 STREET LENGTH (FEET) = 1570.00 CXJRB HEIGHT (INCHES) = 8.0 STREET HALFWIDTH(FEET) = 3 0.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NXJMBER OF HALFSTREETS CARRYING RXJNOFF = 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 COMPXJTED USING ESTIMATED FLOW(CFS) = 16.31 STREETFLOW MODEL RESXJLTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.4 9 HALFSTREET FLOOD WIDTH(FEET) = 18.40 AVERAGE FLOW VELOCITY(FEET/SEC.) =5.07 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.49 STREET FLOW TRAVEL TIME(MIN.) = 5.16 Tc(MIN.) = 8.3 7 100 YEAR RAINFALL INTENSITY (INCH/HOXJR) = 5.198 *USER SPECIFIED (SXJBAREA) : GENERAL COMMERCIAL RXJNOFF COEFFICIENT = .8500 S.C.S. CXJRVE NXJMBER (AMC II) = 0 AREA-AVERAGE RXJNOFF COEFFICIENT = 0.850 SUBAREA AREA (ACRES) = 6.8 8 SXJBAREA RXJNOFF (CFS) = 3 0.40 TOTAL AREA (ACRES) = 6.98 PEAK FLOW RATE (CFS) = 3 0.85 END OF SXJBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 23.71 FLOW VELOCITY(FEET/SEC.) = 5.92 DEPTH*VELOCITY(FT*FT/SEC.) = 3.47 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 601.00 = 1630.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 601.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NXJMBER OF STREAMS = 3 CONFLXJENCE VALXJES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.37 RAINFALL INTENSITY(INCH/HR) = 5.2 0 TOTAL STREAM AREA(ACRES) = 6.98 PEAK FLOW RATE (CFS) AT CONFLXJENCE = 3 0.85 + + I BYPASS FLOW FROM EXISTING INLET IN EL CAMINO REAL DRAINING TO | I SUMP INLET WITHIN COSTA DEL MAR ROAD. j i I + + **************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 601.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.18 RAIN INTENSITY (INCH/HOXJR) = 3.88 TOTAL AREA(ACRES) = 2.00 TOTAL RXJNOFF(CFS) = 6.69 **************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 601.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NXJMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 13.18 RAINFALL INTENSITY(INCH/HR) = 3.8 8 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE (CFS) AT CONFLXJENCE = 6.69 ** CONFLUENCE DATA ** STREAM NXJMBER 1 2 3 RXJNOFF (CFS) 43 .20 30 . 85 6.69 Tc (MIN.) 14 . 80 8.37 13.18 INTENSITY (INCH/HOXJR) 3 .598 5 . 198 3.878 AREA (ACRE) 15.47 6. 98 2 . 00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NXJMBER 1 2 3 RXJNOFF (CFS) 59.52 68.17 70.76 Tc (MIN.) 8 . 37 13 .18 14 . 80 INTENSITY (INCH/HOXJR) 5 .198 3 . 878 3 .598 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 70.76 Tc(MIN.) = TOTAL AREA(ACRES) = 24.45 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14 . 80 601.00 = 3074.68 FEET. **************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 41 >>>>>COMPXJrE PIPE-FLOW TRAVEL TIME THRU SXJBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 6.89 DOWNSTREAM(FEET) = 6.14 FLOW LENGTH(FEET) = 82.98 MANNING'S N = 0.013 ASSXJME FTJLL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 10.01 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER (INCH) = 3 6.00 NXJMBER OF PIPES = 1 PIPE-FLOW(CFS) = 70.76 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 14.94 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 602.00 = 3157.66 FEET. **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NXJMBER OF STREAMS = 2 CONFLXJENCE VALXJES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.94 RAINFALL INTENSITY(INCH/HR) = 3.58 TOTAL STREAM AREA(ACRES) = 24.45 PEAK FLOW RATE (CFS) AT CONFLXJENCE = 70.76 **************************************************************************** FLOW PROCESS FROM NODE 603 . 00 TO NODE 604.00 IS CODE 21 >>>>>RATIONAL METHOD INITIAL SXJBAREA ANALYSIS<<<<< *USER SPECIFIED (SXJBAREA) : GENERAL INDUSTRIAL RXJNOFF COEFFICIENT = .8700 S.C.S. CXJRVE NXJMBER (AMC II) = 0 INITIAL SXJBAREA FLOW-LENGTH (FEET) = 70.00 UPSTREAM ELEVATION(FEET) =47.00 DOWNSTREAM ELEVATION(FEET) = 45.00 ELEVATION DIFFERENCE(FEET) = 2.00 SXJBAREA OVERLAND TIME OF FLOW (MIN.) = 2.441 100 YEAR RAINFALL INTENSITY(INCH/HOXJR) = 7.246 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SXJBAREA RXJNOFF (CFS) = 0.63 TOTAL AREA (ACRES) = 0.10 TOTAL RXJNOFF (CFS) = 0.63 **************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 602.00 IS CODE = 61 >>>>>COMPXJrE STREET FLOW TRAVEL TIME THRU SXreAREA<<<<< >>>>> (STANDARD CXJRB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 45.00 DOWNSTREAM ELEVATION(FEET) = 12.00 STREET LENGTH (FEET) = 112 0.0 0 CXJRB HEIGHT (INCHES) = 6.0 STREET HALFWIDTH(FEET) = 42.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RXJNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.64 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.33 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.73 STREET FLOW TRAVEL TIME(MIN.) = 4.31 Tc(MIN.) = 6.75 100 YEAR RAINFALL INTENSITY (INCH/HOTJR) = 5.970 *USER SPECIFIED (SXJBAREA) : GENERAL INDUSTRIAL RXJNOFF COEFFICIENT = .8700 S.C.S. CXJRVE NXJMBER (AMC II) = 0 AREA-AVERAGE RXJNOFF COEFFICIENT = 0.870 SXJBAREA AREA (ACRES) = 3.01 SXJBAREA RXJNOFF (CFS) = 15.63 TOTAL AREA(ACRES) = 3.11 PEAK FLOW RATE(CFS) = 16.15 END OF SXJBAREA STREET FLOW HYDRAXJLICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.60 FLOW VELOCITY(FEET/SEC.) = 5.02 DEPTH*VELOCITY(FT*FT/SEC.) = 2.40 LONGEST FLOWPATH FROM NODE 603.00 TO NODE 602.00 = 1190.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLXJENCE<<<<< >>>>>AND COMPXJTE VARIOUS CONFLXJENCED STREAM VALUES<<<<< TOTAL NXJMBER OF STREAMS = 2 CONFLXJENCE VALXJES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.75 RAINFALL INTENSITY(INCH/HR) = 5.97 TOTAL STREAM AREA(ACRES) = 3.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.15 ** CONFLXJENCE DATA ** STREAM RXJNOFF Tc INTENSITY AREA NXJMBER (CFS) (MIN.) (INCH/HOXJR) (ACRE) 1 70.76 14.94 3.577 24.45 2 16.15 6.75 5.970 3.11 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RXJNOFF Tc INTENSITY NXJMBER (CFS) (MIN.) (INCH/HOXJR) 1 58.55 6.75 5.970 2 80.44 14.94 3.577 COMPXJTED CONFLXJENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 80.44 Tc(MIN.) = 14.94 TOTAL AREA(ACRES) = 27.56 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 602.00 = 3157 .-66 FEET. END OF STTJDY SXJMMARY: TOTAL AREA(ACRES) = 27.56 TC(MIN.) = 14.94 PEAK FLOW RATE(CFS) = 80.44 END OF RATIONAL METHOD ANALYSIS La Costa Resort & Spa (Inclusion of Planning Area II) Drainage Study CHAPTER 3 100-YEAR HYDROLOGIC MODEL (AES MODEL OUTPUTS) 3.2 - Offsite Analysis EM:DJG h:\reports\2503\01\a04-pa2.doc w.o. 2503-1 9/1/2006 9:47 AM **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COXJNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2 0 03 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1239 Analysis prepared by: HXINSAKER & ASSOCIATES - SAN DIEGO 10179 Huennekens Street San Diego, Ca. 92121 (858) 558-4500 ************************** DESCRIPTION OF STXJDY ************************** * VILLAS OF LA COSTA H&A W.O. #2503-1 * * 100 YEAR EXISTING HYDROLOGIC ANALYSIS - ARENAL ROAD SYSTEM 200 * * * ************************************************************************** FILE NAME: H:\AES2 003\2503\0l\ARENAL2.DAT TIME/DATE OF STXJDY: 12:19 05/11/2005 USER SPECIFIED HYDROLOGY AND HYDRAXJLIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOXJR DXJRATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMXJM PIPE SIZE (INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDTJRES FOR CONFLTJENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CXJRB GXJTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 2 00.00 TO NODE 201.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SXJBAREA ANALYSIS<<<<< *USER SPECIFIED (SXJBAREA) : RESIDENTAIL (4.3 DU/AC OR LESS) RXJNOFF COEFFICIENT = .5200 S.C.S. CXJRVE NXJMBER (AMC II) = 0 INITIAL SXJBAREA FLOW-LENGTH (FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 107.00 DOWNSTREAM ELEVATION(FEET) = 105.40 ELEVATION DIFFERENCE(FEET) = 1.60 SXJBAREA OVERLAND TIME OF FLOW (MIN.) = 7.412 WARNING: INITIAL SXJBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMXJM OVERLAND FLOW LENGTH = 80.00 (Reference: Table 3-IB of Hydrology Manual) THE MAXIMXJM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY (INCH/HOXJR) = 5.621 SXJBAREA RXJNOFF (CFS) = 0.88 TOTAL AREA (ACRES) = 0.30 TOTAL RXJNOFF (CFS) = 0.88 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SXJBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 105.40 DOWNSTREAM ELEVATION(FEET) = 95.00 STREET LENGTH (FEET) = 425.00 CXJRB HEIGHT (INCHES) = 8.0 STREET HALFWIDTH(FEET) = 3 0.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OXJrSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NXJMBER OF HALFSTREETS CARRYING RXJNOFF = 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) = 2.23 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.3 0 HALFSTREET FLOOD WIDTH(FEET) = 7.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.11 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.93 STREET FLOW TRAVEL TIME(MIN.) = 2.2 8 Tc(MIN.) = 9.69 100 YEAR RAINFALL INTENSITY (INCH/HOXJR) = 4.729 *USER SPECIFIED (SXJBAREA) : RESIDENTAIL (4.3 DU/AC OR LESS) RXJNOFF COEFFICIENT = .5200 S.C.S. CXJRVE NXJMBER (AMC II) = 0 AREA-AVERAGE RXJNOFF COEFFICIENT = 0.52 0 SXJBAREA AREA (ACRES) = 1.10 SXJBAREA RUNOFF (CFS) = 2.71 TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 3.44 END OF SXJBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) =9.59 FLOW VELOCITY(FEET/SEC.) = 3.39 DEPTH*VELOCITY(FT*FT/SEC.) = 1.13 LONGEST FLOWPATH FROM NODE 2 00.00 TO NODE 202.00 = 505.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 62 >>>>>COMPXJrE STREET FLOW TRAVEL TIME THRU SXJBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 95.00 DOWNSTREAM ELEVATION(FEET) = 78.00 STREET LENGTH (FEET) = 400.00 CXJRB HEIGHT (INCHES) = 8.0 STREET HALFWIDTH(FEET) = 3 0.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NXJMBER OF HALFSTREETS CARRYING RXJNOFF = 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 = 0.02 00 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.24 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.3 5 HALFSTREET FLOOD WIDTH(FEET) = 10.27 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.61 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.60 STREET FLOW TRAVEL TIME(MIN.) = 1.44 Tc(MIN.) = 11.13 100 YEAR RAINFALL INTENSITY (INCH/HOXJR) = 4.324 *USER SPECIFIED (SXJBAREA) : RESIDENTAIL (4.3 DU/AC OR LESS) RXJNOFF COEFFICIENT = .5200 S.C.S. CXJRVE NXJMBER (AMC II) = 0 AREA-AVERAGE RXJNOFF COEFFICIENT = 0.52 0 SXJBAREA AREA (ACRES) = 1.60 SXJBAREA RXJNOFF (CFS) = 3.60 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 6.74 END OF SXJBAREA STREET FLOW HYDRAXJLICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.60 FLOW VELOCITY(FEET/SEC.) = 4.83 DEPTH*VELOCITY(FT*FT/SEC.) = 1.79 LONGEST FLOWPATH FROM NODE 2 00.00 TO NODE 203.00 = 905.00 FEET. END OF STUDY SXJMMARY: TOTAL AREA(ACRES) 3 00 TC(MIN.) = 11.13 PEAK FLOW RATE(CFS) 6 74 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II li II ll II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COXJNTY FLOOD CONTROL DISTRICT 2003, 1985, 1981 HYDROLOGY l^ANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1239 Analysis prepared by: HXINSAKER & ASSOCIATES - SAN DIEGO 10179 Huennekens Street San Diego, Ca. 92121 (858) 558-4500 ************************** DESCRIPTION OF STXJDY ************************** * VILLAS OF LA COSTA H&A W.O. #2503-1 * * 100 YEAR EXISTING CONDITION HYDROLOGIC ANALYSIS - ARENAL RD * * May 11, 2005 * ************************************************************************** FILE NAME: H:\AES2 003\25 03\01\ARENAL1.DAT TIME/DATE OF STXJDY: 12:12 05/11/2005 USER SPECIFIED HYDROLOGY AND HYDRAXJLIC MODEL INFORMATION: 2 003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOXJR DXJRATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMXJM PIPE SIZE (INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALTJES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDXJRES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CXJRB GTJTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SXJBAREA ANALYSIS<<<<< *USER SPECIFIED (STJBAREA) : STREETS & ROADS (CXJRBS/STORM DRAINS) RXJNOFF COEFFICIENT = .8700 S.C.S. CXJRVE NXJMBER (AMC II) = 0 INITIAL SXJBAREA FLOW-LENGTH (FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 112.00 DOWNSTREAM ELEVATION(FEET) = 109.60 ELEVATION DIFFERENCE(FEET) = 2.40 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.568 100 YEAR RAINFALL INTENSITY(INCH/HOXJR) = 7.246 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SXJBAREA RXJNOFF (CFS) = 0.32 TOTAL AREA (ACRES) = 0.05 TOTAL RXJNOFF (CFS) = 0.32 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 62 >>>>>COMPXrrE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 109.60 DOWNSTREAM ELEVATION(FEET) = 79.00 STREET LENGTH (FEET) = 97 0.0 0 CXJRB HEIGHT (INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OXJTSIDE STREET CROSSFALL (DECIMAL) = 0.018 SPECIFIED NXJMBER OF HALFSTREETS CARRYING RXJNOFF = 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 COMPXJTED USING ESTIMATED FLOW(CFS) = 2.86 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 8.22 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.59 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.11 STREET FLOW TRAVEL TIME(MIN.) = 4.50 Tc(MIN.) = 7.07 100 YEAR RAINFALL INTENSITY (INCH/HOXJR) = 5.795 *USER SPECIFIED (SXJBAREA) : RESIDENTAIL (4.3 DU/AC OR LESS) RXJNOFF COEFFICIENT = .5200 S.C.S. CXJRVE NXJMBER (AMC II) = 0 AREA-AVERAGE RXJNOFF COEFFICIENT = 0.531 SXJBAREA AREA (ACRES) = 1.60 SXJBAREA RXJNOFF (CFS) = 4.82 TOTAL AREA(ACRES) = 1.65 PEAK FLOW RATE(CFS) = 5.07 END OF SXJBAREA STREET FLOW HYDRAXJLICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 10.90 FLOW VELOCITY(FEET/SEC.) = 4.04 DEPTH*VELOCITY(FT*FT/SEC.) = 1.44 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 1050.00 FEET. END OF STXJDY SXJMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 1.65 TC(MIN.) = 5 . 07 7 . 07 1 II 1 It 1 II 1 II 1 II 1 II 1 II 1 11 1 tl 1 11 1 II 1 II 1 II 1 II 1 II 1 II 1 11 1 II 1 11 1 11 1 II 1 II 1 II 1 It 1 It I It II It It It II II It II II II II II II 11 It II It II It II II II II II II II It ll It 1 II 1 II t II 1 11 1 II 1 11 1 It 1 It 1 It 1 It 1 It 1 tl 1 II t tl 1 II t tl t II 1 It 1 II 1 II 1 It 1 II 1 It 1 tl 1 II 1 II 1 It 1 It 1 It 1 It 1 tl 1 II 1 It 1 It 1 It 1 END OF RATIONAL METHOD ANALYSIS La Costa Resort & Spa (Inclusion of Planning Area II) Drainage Study CHAPTER 4 HYDRAULIC ANALYSIS 4.1 - Diversion Structure Analysis (By RBF Consulting) EM:DJG h:\reports\2503\01\a04-pa2.doc w.o. 2503-1 9/1/2006 9:47 AM La Costa Resort and Spa Costa Del Mar Flow Distribution through Diversion Structure Assuming Inlet Control RBFJN 55-100221 10/2/2006 Flow through 30" Diameter Flow through 30" Diameter Water Surface Elevation Orifice into 36" RCP El. 11.00 Orifice El. 10.40 Total Outflow (cfs) Comment Q=0.6*A*(2GH)«0.5 Q=0.6*A*(2GH)'H).5 12,50 11.82 21,79 11.82 12.60 13.98 23,04 13.98 12.70 15.86 24,22 15.86 12.80 17.53 25,35 17.53 12,90 19.06 26.43 45.48 13.00 20,47 27.46 47,93 13,10 21.79 28.46 50,25 13,20 23.04 29.43 52,46 13.30 24.22 30.36 54.58 13,40 25.35 31.27 56.61 13,50 26.43 32.15 58.57 13.60 27.46 33.01 60,47 13.70 28.46 33.84 62,30 13.80 29.43 34.66 64.08 13.90 30.36 35.45 65.81 14.00 31.27 36,23 67,50 14.10 32.15 37.00 69.14 14,20 33.01 37.74 70.75 14.30 33.84 38,48 72.32 14,40 34,66 39.19 73.85 14,50 35.45 39.90 75.35 14,60 36,23 40.60 76.83 14.70 37,00 41.28 78.27 14.80 37,74 41.95 79.69 14,90 38.48 42,61 81.09 14,98 39.05 43,13 82.18 Matches Assumed Inflow 15,00 39.19 43.26 82.45 Matches Assumed Inflow 15,10 39.90 43.90 83.80 15,20 40.60 44.53 85.13 15.30 41,28 45.16 86,43 15.40 41,95 45.77 87,72 15.50 42.61 46.38 88,99 La Costa Resort & Spa (Inclusion of Planning Area II) Drainage Study CHAPTER 4 HYDRAULIC ANALYSIS 4.2 - StormCAD Hydraulic Analysis 4.2.1 - El Camino Real Storm Drain EM:DJG h:\reports\2503\01\a04-pa2,doc w.o. 2503-1 9/1/2006 9:47 AM Scenario: EL CAMINO REAL DIVERSION OUTLET h:\stormcad\2503\1\rbf-div-el cmno real.stm 09/01/06 01:21:40 PM I Haestad Mettiods, Inc. Hunsaker & Associates San Diego, Inc 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 StomiCAD v5.5 [5.5005] Page 1 of 1 La Costa Resort & Spa (Inclusion of Planning Area II) Drainage Study CHAPTER 4 HYDRAULIC ANALYSIS 4.2 - StormCAD Hydraulic Analysis 4.2.2 - Costa del Mar Storm Drain without Tail- water EM:OJG li:\reports\2S03\01\a04-pa2.dac w.o. 2503-1 9/1/20O6 1:12 PM Scenario: RBF - LA COSTA VILLAS EL CAIVIINO REAL DlVm COS ELCAMINOREAL STREET NAME: COSTADELMAR Title: LA COSTA VILLAS h:\stormcad\2503\1\rt)f-div-creek.stm 08/31/06 12:59:45 PM © Haestad Methods, Inc. Hunsaker & Associates San Diego, Inc 37 Brookside Road Watertjury, CT 06708 USA +1-203-755-1666 Project Engineer: AH StonnCAD v5.5 [5.5005] Page 1 of 1 Scenario: RBF - LA COSTA VILLAS Combined Pipe\Node Report Label Upstream Node Downstream Node Upstream Ground Elevation (ft) Downstream Ground Elevation (ft) Upstream Invert Elevation (ft) Downstream Invert Elevation (ft) Lengtti (ft) Constructed Slope (%) Section Size Mannings n Total System Flow (cfs) Full Capacity (cfs) Hydraulic Grade Line In (ft) Hydraulic Grade Line Out (ft) Velocity In (ft/s) Velocity Out (ft/s) Average Velocity (ft/s) P-12 C07 C08 13.50 12.70 4.71 3.76 190.76 0.50 42 inch 0.012 80.44 76.91 7.78 6.87 9.00 8.90 9.07 P-13 coe HW 12.70 5.00 3.43 3.14 96.30 0.30 42 incti 0.012 80.44 59.81 6.76 5.94 8.51 9.74 8.36 P-7 DIV COS 16.80 14.70 11.00 9.22 60.43 2.95 30 incti 0.012 43.20 76.26 13.19 10.75 9.46 13.70 .16.02 P-8 C05 CB2 14.70 12.23 8.89 7.22 89.58 1.86 30 Incti 0.012 43.20 60.67 11.08 10.32 9.46 8.80 13.42 P-9 CB2 CB3 12.23 11.64 6.89 6.14 82.98 0.90 36 inch 0.013 70.76 63.41 10.01 9.08 10.01 10.06 10.01 P-10 CB3 COB 11.64 12.40 5.99 5.89 19.61 0.51 42 inch 0.012 80.44 77.83 8.95 8.84 9.27 9.29 9.20 P-11 C06 C07 12.40 13.50 5.56 5.04 104.93 0.50 42 inch 0;012 80.44 76.72 8.58 8.03 9.10 9.19 9.04 Title: LA COSTA VILLAS h:\storm cad\2503\1\rbf-div-creek.stm 09/06/06 08:22:54 AM © Haestad Methods, Inc. Hunsaker & Associates San Diego, Inc 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer. AH StormCAD v5.5 [5.5005] Page 1 of 1 Profile Scenario: RBF - LA COSTA VILLAS MAIN LINE COSTA DEL MAR TO SAN MARCOS CREEK Label: DIV Rim: 16.80 ft Sump: 11.00 ft Label: Rim: 12 Sump: 6. ft B9ft - Label: CB3 Rim: 11.64 ft Sump: 5.99 ft raBeirp^T— Up. Invert: 11. Dn. Invert: 9.22 L: 60.43 ft Size: 30 inch S: 2.95 % Z08 70 ft 3.43 ft Laberra Up. Invert: 8.89 ft Dn. Invert: 7.22 ft L: 89.58 ft Size: 30 inch S: 1.86% 0+00 1+00 2+00 •Label: P-1( Up. Invert: I Dn. Invert: I L: 19.61 ft Size: 42 in4:h S: 0.51 % • Label Rim: 5 Sump: 20.00 15.00 HW 00 ft 3.14 ft lO.OCEIevation (ft) 5.00 0.00 -Label: P-9 Up. Invert: 6.89 ft station (ft) Dn. Invert: 6.14 ft L: 82.98 ft Size: 36 inch S: 0.90 % - Label: P-11 Up. Invert: 5.56 ft Dn. Invert: 5.04 ft L: 104.93 ft Size: 42 inch S: 0.50 % Label: P-12 Up. Invert: 4.71 ft Dn. Invert: 3.76 ft L: 190.76 ft Size: 42 inch S: 0.50 % 7+00 Label: P-13 Up. Invert: 3.43 ft Dn. Invert: 3.14 ft L: 96.30 ft Size: 42 inch S: 0.30 % Title: LA COSTA VILLAS h:\stormcad\2503\1 \rbf-div-creek.stm 09/06/06 08:23:35 AM Hunsaker & Associates San Diego, Inc © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: AH StormCAD v5.5 [5.5005] Page 1 of 1 La Costa Resort & Spa (Inclusion of Planning Area II) Drainage Study CHAPTER 4 HYDRAULIC ANALYSIS 4.2 - StormCAD Hydraulic Analysis 4.2.3 - Storm Drain to Diversion Structure EM:DJG h:Vreports\2503V01\a04-pa2.doc w.o. 2503-1 9/1/2006 9:47 AM Scenario: EL CAMINO REAL Combined Pipe\Node Report Label Upstream Node Downstrean' Node Upstream Ground Elevation (ft) Downstream Ground Elevation (ft) Upstream Invert Elevation (ft) Downstream Invert Elevation (ft) Length (ft) Constructed Slope (%) Section Size banning: n Total System Flow (cfs) Full Capacity (cfs) Hydraulic Grade Line In (ft) Hydraulic Grade Line Out (ft) Velocity In (ft/s) Velocity Out (ft/s). Average Velocity (ft/s) P-3 22 OUTLET 17.80 15.00 10.26 9.53 75.06 0.97 36 inch 0.013 50.80 65.77 12.58 11.55 8.66 10.03 10.27 P-2 14 22 16.42 17.80 10.56 10.26 54.37 0.55 36 inch 0.013 47.97 49.54 12.96 12.70 7.92 7.80 7.99 P-1 DIVERSION 14 16.80 16.42 11.30 10.89 9.63 4.26 36 inch 0.013 39.00 137.62 13.33 13.06 7.65 7.13 16.75 h:\stormcad\2503V1\rbf-div-el cmno real.stm 09/05/06 03:24:56 PM © Haestad Methods, Inc. Hunsaker & Associates San Diego, Inc 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 StormCAD v5.5 [5.5005] Page 1 of 1 in ^ 8 ° UJ T-uj HJ — O) in CD lri Q-> < o w 1 O Z S s UJ c 0) o (0 o o o O O in o 13 > UJ o o C3 O O o o -1- CN o o -I- o o -1-o UJ (O I in m I CO o CM < 0) D eo o 1^ .2 >; (0 eg (U 1- s n o lfl o o •a o 5 c g ro I © o c E u ffl 5 0. x to i 9 o m cn La Costa Resort & Spa (Inclusion of Planning Area II) Drainage Study CHAPTER 4 HYDRAULIC ANALYSIS 4.2 - StormCAD Hydraulic Analysis 4.2.2 - Costa del Mar Storm Drain with Tail- water EM:DJG h:\reports\2503\01\a04-pa2.doc w.o. 2503-1 9/1/2006 1:14 PM Scenario: RBF - LA COSTA VILLAS ELCAMINOREAL DIV CP COS ELCAMINOREAL STREET NAME: COSTADELMAR A HW Title: LA COSTA VILLAS h:\stormcad\2503\1\rbf-div-creek.stm 08/31/06 12:59:45 PM © Haestad Methods, Inc. Hunsaker & Associates San Diego, Inc 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer AH StomiOD v5.5 [5.5005] Page 1 of 1 Scenario: RBF - LA COSTA VILLAS Combined Pipe\Node Report Label Upstream Node Downstream Node Upstream Ground Elevation (ft) Downstream Ground Elevation (ft) Upstream Invert Elevation (ft) Downstream Invert Elevation (ft) Length (ft) Constructed Slope (%) Section Size Mannings n Total System Flow (cfs) Full Capacity (cfs) Hydraulic Grade Line In (ft) Hydraulic Grade Line Out (ft) Velocity In (ft/s) Velocity Out (ft/s) Average Velocity (ft/s) P-12 C07 C08 13.50 12.70 4.71 3.76 190.76 0.50 42 inch 0.012 80.44 76.91 13.74 12.70 8.36 8.36 8.36 P-13 C08 HW 12.70 5.00 3.43 3.14 96.30 0.30 42 inch 0.012 80.44 59.81 12.60 12.08 8.36 8.36 8.36 P-7 DIV C05 16.80 14.70 11.00 9.22 60.43 2.95 30 inch 0.012 43.20 76.26 13.89 13.32 8.80 8.80 8.80 P-8 COS CB2 14.70 12.23 8.89 7.22 89.58 1.86 30 inch 0.012 43.20 60.67 13.08 12.23 8.80 8.80 8.80 P-9 CB2 CB3 12.23 11.64 6.89 6.14 82.98 0.90 36 inch 0.013 70.76 63.41 12.57 11.64 10.01 10.01 10.01 P-10 CB3 C06 11.64 12.40 5.99 5.89 19.61 0.51 42 inch 0.012 80.44 77.83 12.51 12.40 8.36 8.36 8.36 P-11 C06 C07 12.40 13.50 5.56 5.04 104.93 0.50 42 Inch 0.012 80.44 76.72 14.07 13.50 8.36 8.36 8.36 Title: LA COSTA VILLAS h:\storm c;ad\2503\1\rbf-div-creek-tw.stm 09/06/06 08:16:37 AM © Haestad Methods, Inc. Hunsaker & Associates San Diego, Inc 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer AH StormCAD v5.5 [5.5005] Page 1 of 1 Profile Scenario: RBF - LA COSTA VILLAS MAIN LINE COSTA DEL MAR TO SAN MARCOS CREEK LINE Label: DIV Rim: 16.80 ft Sump: 11.00ft Label: CB3 Rim: 11.64ft Sump: 5.99 ft "Label : piy - " Up. Invert: 11 Dn. Invert: 9.22 L: 60.43 ft Size: 30 inch S: 2.95 % Label: P-8 Up. Invert: 8.89 ft Dn. Invert: 7.22 ft L: 89.58 ft Size: 30 inch S: 1.86% ll-abel: C07 Rim: 13.50 ft !>ump: 4.71 ft • Label: P-1 Up. Invert: Dn. Invert: L: 19.61 ft Size: 42 ln(ph S: 0.51 % Label: COS Rim: ip.70ft 3.43 ft 5.991 5.89 ft^ 0+00 1+00 V Label: P-9 L: 82.98 ft Size: 36 inch S: 0.90 % - Label: Rim: 5 Sump; HW 00 ft 3.14 ft 20.00 15.00 lO.OOElevation (ft) 5.00 0.00 4+00 • Label: P-11 Up. Invert: 5.56 ft Dn. Invert: 5.04 ft L: 104.93 ft Size: 42 inch S: 0.50 % Label: P-12 Up. Invert: 4.71 ft Dn. Invert: 3.76 ft L: 190.76 ft Size: 42 inch S: 0.50 % 7+00 Label: P-13 Up. Invert: 3.43 ft Dn. Invert: 3.14 ft L; 96.30 ft Size: 42 inch S: 0.30 % Title: LA COSTA VILLAS h:\stonncad\2503\1\rbf-div-creek-tw.stm 09/06/06 08:19:43 AM © Haestad Methods, Inc. Hunsaker & Associates San Diego, Inc 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer AH StormCAD v5.5 [5.5005] Page 1 of 1 Scenario: RBF - LA COSTA VILLAS Title: LA COSTA VILLAS h:\stormcad\2503\1\rbf-to-d iv.stm 10/04/06 05:26:35 PM © Haestad Methods, Inc. 37 ELCAMINO REAL STREET NAME: COSTADELMAR Hunsaker & Brookside Road Ass jciates San Diego, Inc Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer AH StormCAD v5.5 [5.5005] Page 1 of 1 Scenario: RBF - LA COSTA VILLAS Combined Pipe\Node Report Label Upstream Downstrean Length Section Full Average Upstream Downstrean-Donstructec Hydraulic Hydraulic Total Flow Downstrean Upstream Node Node (ft) Size Capacity Velocity Invert Invert Slope Grade Grade (cfs) Ground Ground (cfs) (ft/s) Elevation Elevation (%) Line In Line Out (cfs) Elevation Elevation (ft) (ft) (ft) (ft) (ft) (ft) P-1 COI C02 267.71 36 inch 48.23 10.21 31.70 30.30 0.52 36.29 32.99 72.15 35.60 41.20 P-2 C02 C03 325.37 36 inch 146.27 20.62 29.97 14.32 4.81 32.66 20.77 72.15 21.00 35.60 P-3 C03 CDS 37.81 36 inch 132.40 11.63 13.99 12.50 3.94 19.72 19.15 82.18 19.50 21.00 P-4 CBI COS 8.96 21 inch 17.20 5.25 14.56 14.47 1.00 20.82 20.77 12.62 21.00 21.00 P-5 CDS C04 28.88 36 inch 59.52 11.63 12.17 11.94 0.80 16.37 15.93 82.18 17.90 19.50 P-6 C04 DIVERSIO! 35.20 36 inch 59.48 11.63 11.61 11.33 0.80 15.51 14.98 82.18 16.80 17.90 Title: LA COSTA VILLAS h :\stormcad\2503\1 \rbf-to-d iv.stm 10/04/06 05:29:06 PM © Haestad Methods, Inc. Hunsaker 8> Associates San Diego, Inc 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineen AH StormCAD v5.5 [5.5005] Page 1 of 1 Profile Scenario: RBF - LA COSTA VILLAS MAIN LINE CONSTRUCTION CHANGE DELTA 1 • Label: COI Rim: 41.20 ft Sump; 31.70 ft - Label: COS Rim: 21.00 ft Sump: 13.99 ft 40.00 —I 35.00 - Label} CDS Rim: 19.50 ft Sump: 12.17 ft •i 30.00 0+00 Elevation (ft) Station (fl) Label: P-5 - Up. Invert 12.17 fl Dn. Invert 11.94 ft L: 28.88 ft Size; 36 inch S: 0.80 % Label: P-e Up. Invert: 11.61 ft Dn. Invert: 11.33ft L 35.20 ft Size: 36 inch S: 0.80 % - Label: DIVERSION Rim: 16.80 ft Sump: 11.00ft Title: LA COSTA VILLAS h:\stormcad\2503\1\rbf-to-div.stm 10/04/06 05:27:43 PM © Haestad Methods, Inc. Hunsaker & Associates San Diego, Inc 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1 e Project Engineer AH StomiCAD v5.5 [5.5005] Page 1 of 1 Profile Scenario: RBF - LA COSTA VILLAS Profile: Profile -1 Scenario: RBF - LA COSTA VILLAS CBl Sta: 0+00 ft Inv Out: 14.56 ft Rim: 21.00 ft Sump: 14.56 ft C03 Sta: 0+09 ft Inv In: 14.32 ft Inv In: 14.47 ft Inv Out: 13.99 ft Rim: 21.00ft Sump: 13.99 ft 9^ ft 21 inch Corrugated HDPE (Smooth Interior) @S = 1.00% 25.00 20.00 Elevation (ft) 15.00 10.00 0+00 1+00 Title: LA COSTA VILLAS h:\stormcad\2503\1\rbf-to-div.stm 10/04/06 05:28:06 PM © Haestad Methods, Inc. Station (ft) Hunsaker 8i Associates San Diego, Inc 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Projecjt Engineer: AH StormCAD v5.5 [5.5005] Page 1 of 1 La Costa Resort & Spa (Inclusion of Planning Area II) Drainage Study CHAPTER 4 HYDRAULIC ANALYSIS 4.3 - Inlet Analysis EM:DJG h:\repons\2503\01\a04-pa2.dac w.o. 2503-1 9/1/2006 9:47 AM I User Name: dedwards ^roject: La Costa Villas Date: 04-03-06 Time: 12:05:04 Page: 1 Hec22 Caicuiation Report: Results: Flow intercepted: Vlow Bypassed: liet Length: Splash-over Velocity: fonding Width: epth at Curb: Efficiency: (urb rate lotted Total: 9.57 6.69 14.0000 0.00 15.3749 0.3925 58.87 cfs cfs ft ft/s ft ft I 58.87 low Data Input: put Method: nown Flow: Known Flow 16.26 cfs Inlet Parameters: •Computation Type: ^let Type: Longitudinal Slope: tianning's n: avement Cross Slope: Gutter Cross Slope: ^ocal Depression: ftutter Width: Curb Opening Length: •Jurb Throat Type: •nclined Throat Angle: Tilet Opening Height: Curb Weir Coefficient: Jjjurb Orifice Coefficient: Grade Curb 0.04 0.016 0.02 0.06 4.0000 2.0000 14.0000 Horizontal 0.0000 0.5000 2.300 0.670 ft/ft ft/ft ft/ft in ft ft deg in La Cost Resort & Spa (Inclusion of Planning Area II) Drainage Study CHAPTER 4 HYDRAULIC ANALYSIS 4.4 - CDS Unit Calculations LA COSTA RESORT AND SPA COSTA DEL MAR ENTRY, SD LINE L-1 CARLSBAD, CA OCTOBER 4, 2006 PROJECT PARAMETERS CDS Model PSWC40 40 Q treat 6 cfs Q system 82.18 cfs Total Flow in Storm Drain Hcds 1 ft Required Head Difference to Process Q treat D/S Pipe Size 3.0 ft D/S Pipe Slope 0.0080 ft/ft U/S Pipe Size 3.0 ft U/S Pipe Slope 0.0394 ft/ft WEIR HEIGHT CALCULATION SUMMARY WEIR HEIGHT = Y d/s (ffl Qtreat) + H cds Y d/s Case 1 0.76 ft Critical Depth in CDS Outlet Y d/s Case 2A 0.87 ft Critical Depth in d/s Pipe + Hcont (supercritical flows) Y d/s Case 28 N/A ft Normal Depth in d/s Pipe + Hcont (subcritical flows) Y d/s Case 3 N/A ft Yd/s from Receiving Water Level Controlling Y d/s 0.87 ft Calculated Weir Height 1.87 ft Controlling Y d/s + H cds Use Weir Height 1'-11" HYDRAULIC IMPACT OF CDS WEIR BOX ATSYSTEM FLOW SD Station D/S of CDS X+XX 1 Pipe Invert El d/s of CDS 12.17 2 Finished Grade El @ CDS 19.50 3 EGL El d/s of Weir Box 18.47 3 HGL El d/s of Weir Box 16.37 From Plans Weir Box Height 5 ft Weir Box Width 7 ft 4 Hcont 0.94 ft Contraction Loss from Weir Box to d/s Pipe 5 EGL El d/s of Weir 19.40 5 HGL El d/s of Weir 19.32 6 Hweir 0.61 ft Loss Created by Flow Through Orifice Over Weir 7 EGL El u/s of Weir 20.01 7 HGL El u/s of Weir 19.93 8 Hexp 1.23 ft Expansion Loss from u/s Pipe to Weir Box 9 EGL u/s of Weir Box 21.24 9 HGL El u/s of Weir Box 19.14 SD Station U/S of CDS X+XX Increase in HGL 2.77 ft Freeboard U/S of CDS Unit 0.36 ft UPSTREAM CONVEYANCE SYSTEM CHECK AT SYSTEM FLOW Length to 1ST U/S Manhole/CB 37.81 ft Rim Elevation at 1ST U/S Manhole/CB 21 Friction Loss to 1ST U/S Manhole/CB 0.57 ft HGL El at 1ST U/S Manhole/CB 19.71 Freeboard at 1ST U/S Manhole/CB 1.29 ft NO FLOODING OCCURS AT 1ST U/S MANHOLE/CB Loss of Head Due to Contractions For Higher Velocities with H > 1.0 foot: For Lower Velocities with H < 1.0 foot: Loss of Head Due to Weir For Weir (free discharge): For Submerged Weir: For Weir/Orifice (pressure): Loss of Head Due to Expansion/Enlargement: For All Situations: Hcont = (1/c -1)^ * [v^/2g] c = 0.582 + 0.0418/(1.1 - r) r = ratio of pipe diameters Hcont = 0.7*(v1 -v2)^/2g Hweir = [Q / cL]^ c = 3.08 Hweir = Hu/s - Hd/s Hu/s = [Q / Ks * cL]^ c = 3.08 Ks = [1 - (Hd/s / Hu/s)^-^f Hweir = [Q/cAor]^/2g c = 0.6 Hexp = 1.098 [(vl - v2)'/ 2g .61 n o Ul H o > > o r M > c/3 tr-i > >; O :^ H 04 o cn CO CO S ® HGL/EGL u/s of Weir Box Qin -Q) FINISHED GRADE EL 0 HGL/EGL u/s of Weir HGL/EGL d/s of Welr HGL/EGL d/s of Weir Box © D/S INV EL OFF-LINE CDS UNIT WEIR BOX TOTAL HEAD LOSSES La Costa Resort & Spa (Inclusion of Planning Area II) Drainage Study CHAPTER 5 HYDROLOGY EXHIBITS 5.1 - Developed Condition Hydrology Exhibit EM:[JJC h:\reports\2503\01\a04-pa2.doc w.o. 2503-1 9/1/2006 9:47 AM