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HomeMy WebLinkAboutSDP 08-02; LA COSTA OAKS NORTH 3.2 CHILDCARE FACILITY; DRAINAGE STUDY FOR LA COSTA OAKS NORTH 3.2 CHILDCARE FACILITY; 2009-03-05p - HUNSAKER 1: &ASSOCtATES 5 A N 0 I E C 0, I N C. - PLANNING ENGINEERING SURVEYING IRVINE LOS ANGELES RIVERSIDE SAN DIEGO ARIZONA DRAINAGE STUDY for LA COSTA OAKS NORTH 3.2 CHILDCARE FACILITY - SDP 08-02: DWG 462-2A RECORD COPY 3/i'-Jo Initial Daie City of Carlsbad, California Prepared for: Glenwood Development Company 100 West Broadway, #1100 Glendale, CA 91210 W.O. 2600-2 March 5, 2009 C%4 Hunsaker & Associates San Diego, Inc. DAVE HAMMAR LEX WILLIMAN ALISA VIALPANDO DAN SMITH Ra ain, R.C.E. RAY MARTIN Vice President CHUCK CATER No. 48670 ) *\ Exp. 06/30/10 1 * 9707 Woples Street San Diego, CA 92121 (858) 558-4500 PH (858)558-1414 FX www.HunsakerSD.com Inlo@HunsakerSD.com OE:kc HEP0RTS2e00l02l02.doc w. o. 2600-2 31512009 2:34 PM r)Ø bl•OJtI Drainage Study La Costa Oaks North 3.2 Childcare Facility TABLE OF CONTENTS SECTION Chapter 1 - Executive Summary 1.1 Introduction 1.2 Existing Condition 1.3 Proposed Project 1.4 Summary of Results 1.5 Conclusion 1.6 References Chapter 2 - Methodology & Model Development 2.1 City of Carlsbad Engineering Standards 2.2 Rational Method Model Development Summary 2.3 Design Rainfall Determination 2.4 Runoff Coefficient Determination 2.5 Rainfall Intensity Determination - Maximum Overland Flow Length & Initial Time of Concentration Table - Urban Watershed Overland Time of Flow Nomograph - Gutter & Roadway Discharge-Velocity Chart - Manning's Equation Nomograph - Intensity-Duration Design Chart 2.6 Rational Method Model Development Summary - - - Chapter 3.- Rational Method Hydrologic Analysis -. - - 3.1 2-Year Interim Condition AES Model Output 3.2 10-Year Interim Condition AES Model Output 3.3 100-Year Interim Condition AES Model Output 3.4 2-Year Developed Condition AES Model Output 3.5 10-Year Developed Condition AES Model Output 3.6 100-Year Developed Condition AES Model Output Chapter 4— Detention Analysis IV Chapter 5- Hydrology Exhibit V Existing Condition Hydrology Map Developed Condition Hydrology Map OE.da HRPcRTs2eoa2oadoc w.o. OO-2 3152OO9 10fl AM Drainage Study La Costa Oaks North 3.2 Childcare Facility CHAPTER 1 EXECUTIVE SUMMARY O€p HREPORTS26002O1.doc W.O. 200.I 121W2001 121 PM Drainage Study La Costa Oaks North 3.2 Childcare Facility Treatment of storm water runoff from the site has been addressed in a separate report, "Storm Water Management Plan (SWMP) for La Costa Oaks North Neighborhood 3.2" prepared by Hunsaker & Associates San Diego, Inc. dated July 2008. 1.2 - Existing Condition The 2.2-acre La Costa Oaks North 3.2 site consists of a mass-graded development, ultimately for future commercial usage per the previously approved "Drainage Study for La Costa Oaks North Neighborhood 3.2" by Hunsaker & Associates, San Diego, Inc. dated September 2006 and City of Carlsbad Drawing No. 442-IA. Runoff from the mass-graded site drains overland in a northerly direction via overland flow towards an existing desiltation basin located at the northeast corner of the mass-graded pad. Surface flows drain to an existing .18-inch HDPE storm drain per City of Carlsbad Drawing No. 442-IA. Flows from the mass-graded Neighborhood 3.2 site confluences with runoff from the adjacent RV storage site at an existing A-4 clean out within Private Drive "A" (per City of Carlsbad Drawing No. 429-713). This confluenced flow drains into a natural watercourse northwesterly towards San Marcos Creek, eventually draining into Batiquitos Lagoon and the Pacific Ocean. The site does not receive any offsite runoff. Mass-grading and storm drain improvements within the La Costa Oaks North Neighborhood 3.2 site have been constructed per City of Carlsbad Drawing No. 442- I prepared by Hunsaker & Associates San Diego, Inc. on December 2006. - . - Existing condition peak flowrates, listed on Table 1, are based onthe AES-2003 computer program and the City of Carlsbad Drainage Design Criteria (see Chapter 2 for methodology and model development and Chapter 3 for the AES model output). Table I - Summary of Existing Condition Peak Flow @ Existing 18-inch HDPE Peak Storm Event Drainage Area (ac) 100-Year Peak Flow (cfs) 2-Year Event 2.2 2.7 10-Year Event 2.2 3.9 100-Year Event 2.2 5.9 DE.de It'REPORTS26OCO2'AO2.doc w.o. 2100-2 31S2009 10-09 Mi Drainage Study La Costa Oaks North 3.2 Childcare Facility 1.3 - Proposed Project The construction of the La Costa Oaks North Neighborhood 3.2 development will include a Childcare Facility, an adjacent parking facility and an internal storm drainage system. Runoff from the Childcare Facility will drain in a northerly direction towards the proposed parking lot. Peak flow runoff is intercepted via a single sump drain located within the parking lot, conveying flows via a grated inlet to the underlying underground StormTrap detention facility. Peak flow are mitigated via a low flow orifice constructed within the detention facility and are then discharged to the adjacent existing 18-inch storm drain within Private Street "A". Prior to discharge, the 85' percentile runoff will be treated via a water quality treatment train (see Storm Water Management Plan for La Costa Oaks North 3.2 by Hunsaker & Associates dated March 2009). A Runoff coefficient of 0.87 was assumed for the development per the "2003 San Diego County Hydrology Manual". Peak flow data from the developed site is summarized in Table 2. Table 2- Summary of Developed Condition Flows @ Existing 18-inch HDPE Drainage Area 100-Year Peak Flow Peak Storm Event (ac) (cfs) 2-Year Event 2.2 2.1 10-Year Event 2.2 2.3 100-Year Event 2.2 2.5 * = peak flows mitigated via detention basin 1.4- Summary of Results Table 3 summarizes pre vs. post-developed condition drainage areas and resultant 2, 10 and 100-year peak flow rates at the storm drain discharge location. Per San Diego County rainfall isolpluvial maps, the design 2, 10 and 100-year rainfall depths for the site area are 1.4, 2.0 and 2.9 inches respectively. Table 3— Summary of Discharge @ Existing 18-inch HDPE 2-Year Event Drainage Area (Ac) Peak Flow (cfs) Existing Condition 2.2 2.7 Developed Condition 2.2 2.1 DIFFERENCE 0.0 - 0.6 OEdo w& 28M 31512009 1009 AM Drainage Study La Costa Oaks North 3.2 Childcare Facility 10-Year Event Drainage Area (Ac) Peak Flow (cfs) Existing Condition 2.2 3.9 Developed Condition 2.2 2.3 DIFFERENCE 0.0 -1.6 100-Year Event Drainage Area (Ac) Peak Flow (cfs) Existing Condition 2.2 5.9 Developed Condition 2.2 2.5 DIFFERENCE 0.0 -3.4 As illustrated in Table 3, the overall developed condition flow discharge to the receiving storm drain is reduced by approximately 0.6, 1.6 and 3.4 cfs due to the development of the project site. In order to mitigate the developed peak flows generated by the project site, a dual purpose bio-retention/peak flow mitigation basin has been incorporated within the project site. 1.4.1 - Detention Basin Developed storm water runoff is routed through a StormTrap detention basin located under the proposed parking lot. The StormTrap detention vault is a prefabricated concrete vault that is a fully self contained system such that no runoff can infiltrate into the existing type 0 soils. In developed conditions, the basin bottom elevation will be 365 feet while the top elevation is 373.5 feet. In order to mitigate flow and provide an emergency spillway, a cleanout will be located adjacent to the StormTrap basin. Peak flows will drain from the basin to the aforementioned clean out via an 18-inch HDPE storm drain, set at an invert elevation coincident with the water quality volume requirement of 369 feet Flow will exit the cleanout via one (1) 6-inch orifice built into the side of the clean out, discharging mitigated peak flow to the existing 18-inch HDPE storm drain. This orifice has an invert elevation coincident with the base of the basin at an elevation of 365 feet. The cleanout will incorporate an 18-inch HDPE storm drain set an invert of 373.5 (coincident with the top of the StormTrap detention vault) as an emergency spillway. DE.de IoRTS'2e002,A024oc w.o. 2IO-2 31512009 1006 AM Drainage Study La Costa Oaks North 3.2 Childcare Facility Emergency spillway calculations show that the proposed 18-inch HDPE has adequate capacity to convey the 100-year inflow of 13.6 cfs in the event of full clogging of the 6-inch orifice. This peak flow mitigation facility is also used for water quality purposes as a bio- 'retention facility. The lower portion of the detention facility provides volumetric storage for 85th percentile event flows, slowly filtering through an underlying layer of Engineered Fill discharging to a receiving storm drain via French drain. Runoff will be collected and treated in the dual purpose basin between the basin bottom elevation (365 feet) and the 18-inch storm drain connecting the StormTrap basin to the orifice clean out (369 feet). Stage storage calculations, orifice calculations, riser overflow calculations, HEC- HMS output results and calculations for the dual purpose detention facility have been provided in Chapter 4. 1.5 - Conclusion Drainage design, including watershed delineation and storm drain sizing, will results in minimal impact to downstream property owners. Construction of the storm drain improvements as shown herein will safely collect and convey peak discharge through the development. OE.de RE3NMS200ZtO2.d0c w& 2M2 31512009 108 AM Drainage Study La Costa Oaks North 3.2 Childcare Facility 1.6 - References "San Diego County Hydrology Manual"; Department of Public Works - Flood Control Division; County of San Diego, California; Revised June 2003. "San Diego County Drainage Design Manual"; Department of Public Works - Flood Control Section; County of San Diego, California; May 2005. "City of San Diego Regional Standard Drawings"; Section D - Drainage Systems; Updated March 2000. "City of Carlsbad Engineering Standards"; City of Carlsbad, California; June 2004. "Mass-Graded Drainage Study for La Costa Oaks North Neighborhoods 3.2, 3.6 & 3.7"; Hunsaker & Associates San Diego, Inc.; October 24, 2005. "Drainage. Study for La Costa Oaks North Neighborhoods 32'; Hunsaker & Associates San Diego, Inc.; May, 2006. "Storm Water Management Plan for La Costa Oaks Neighborhood 3.2"; Hunsaker & Associates San Diego, Inc.; March, 2009. "Storm Water Management Plan for La Costa Oaks North 3.2 Childcare Facility'; Hunsaker & Associates San Diego, Inc.; October, 2008. City of Carlsbad Drawing No. 429-713 "La Costa Oaks North Neighborhood 3.2" Hunsaker & Associates San Diego, Inc.; April 10, 2006. San Marcos County Water District Drawing No. 1674-4. OEdo w.o. 2000.2 31512009 1009 AM Drainage Study La Costa Oaks North 3.2 Childcare Facility CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.1 - City of Carlsbad Engineering Standards CEp H:1CRTS2OOOZ.O1.doc w.O.2000.1 12I9'Oa 121 P CHAPTER 5- DRAINAGE AND STORM DRAIN STANDARDS 1. GENERAL A. All drainage design and requirements shall be in accordance with the latest City of Carlsbad Standard Urban Storm Water. Mitigation Plan (SUSMP)I Jurisdictional Urban Runoff Management Plan (JURMP), Master Drainage and Storm Water Quality Management Plan and the requirements of the City Engineer and be based on full development of upstream tributary basins. B. Public drainage facilities shall be designed to carry the ten-year six-hour storm underground and the 100-year six-hour storm between the top of curbs. An culverts shall be designed to accommodate a 100-year six-hour storm with a one foot freeboard at entry conditions such as inlets and head walls. C. The use of underground Storm drain systems, in addition to standard curb and gutter shall be required: When flooding or street overflow during 100.-year six-hour storm cannot be maintained between the top of curbs. When 100-year six-hour storm flow from flture upstream development (as proposed in the existing General Plan) will cause damage to structures and improvements. When existing adequate drainage facilities are available for use (adjacent to proposed development). When more than one travel lane of arterial and collector streets would be obstructed by 10-year 6-hour storm water flow. Special consideration will be required for super-elevated streets. D. The use of underground storm drain systems r may be- iéqiiired: When the water level in streets at the design storm is within 1w of top of curb. When velocity of water in streets exceeds 11 FPS. When the water travels on surface street improvements for more than 1,000'. E. The type of drainage facility shall be selected on the basis of physical and cultural adaptabillty to the proposed land use. Open channels may be considered in lieu of underground systems when the peak flow exceeds the capacity of a 48" diameter RCP. Fencing of open channels may be required as determined by the City Engineer. F. Permanent drainage facilities and right-of-way, including acc€ss, shall be provided from development to point of approved disposal. Page 1 of5 G. Storm 'Drains constructed at depth of 15' or greater measured from finish grade to the top of pipe or structure shall be considered deep storm drains and should be avoided if at all possible. When required, special design consideration will be required to the satisfaction of the City Engineer. Factors considered in the design will include: Oversized specially designed access holes/air shafts Une encasements Oversizing lines Increased easement requirements for maintenance access Water-light joints Additional thickness of storm drain The project designer should meet with the planchecker prior to initiation of design to reviewtdesign parameters. H. Concentrated drainage from lots or areas greater than 0.5 acres shall not be discharged to City streets unless specifically approved by the City Engineer. Diversion of drainage from natural or existing basins is discouraged. J. Drainage design shall comply with the City's Jurisdictional Urban Runoff Management Plan (JURMP) and requirements of the National Pollutant Discharge Elimination System (NPDES) permit. 2. HYDROLOGY PL Off site, use a copy of the latest edition City 400-scale topographic mapping. Show existing culverts, cross-gutters and drainage courses based on field review. Indicate the direction of flow; clearly delineate each drainage basin showing the area and discharge and the point of concentration. - B. On site, use the grading plan. If grading is not proposed, then use a 100-scale plan or greater enlargement. Show all proposed and existing drainage facilities and drainage courses. Indicate the direction of flow. Clearly delineate each drainage basin showing the area and discharge and the point of concentration. Use the charts in the San Diego County Hydrology Manual for finding the "T and el". For small areas, a five minute "Ta' may be utilized with prior approval of the City Engineer. Use the existing or ultimate development, whichever gives the highest "C" factor. Use the rational formula Q = CIA for watersheds less than 0.5 square mile unless an alternate method is approved by the City Engineer. For watersheds in excess of 0.5 square mile, the method of analysis shall be approved by the City Engineer prior to submitting calculations. - Page 2 of 5 3. t!YPRAUUCS A. Street - provide: Depth of gutter flow calculation. Inlet calculations. Show gutter flow Q, inlet 0, and bypass Q on a plan of the street. B. Storm Drain Pipes and Open Channels - provide: Hydraulic loss calculations for entrance, friction, junction, access holes, bends, angles, reduction and enlargement. Analyze existing conditions upstream and downstream from proposed system, to be determined by the City Engineer on a case-by-case basis. Calculate critical depth and normal depth for open channel flow conditions. Design for non-sitting velocity of 2 FPS in a two-year frequency storm unless otherwise approved by the City Engineer. All pipes and outlets shall show HGL, velocity and Q value(s) for design storm. Confluence angles shall be maintained between 450 and 90° from the main upstream flow. Rows shall not oppose main line flows. INLETS A Curb inlets at a sump condition should be designated for two CFS per lineal foot of opening when headwater may rise to the top of curb. -------------- B. Curb inlets on a continuous grade should be designed based on the following equation: Q=0.7L(a+y) Where: y = depth of flow in approach gutter in feet a = depth of depression of flow line at inlet in feet L = length of clear opening in feet (ma)imum 30 feet) Q = flow in CFS, use 100-year design storm minimum Grated inlets should be avoided. When recessary, the design should be based on the Bureau of Public Roads Nomographs (now known as the Federal Highway Administration). All grated Inlets shall be bicycle proof. All catch basins shall have an access hole in the top unless access through the - grate section satisfactory to the City Engineer is provided. Page 3 of 5 Catch basins/curb inlets shall be located so as to eliminate, whenever possible, cross gutters. Catch basins/curb inlets shall not be located within 5' of any curb return or driveway. Minimum connector pipe for public drainage systems shall be 18". G Flow through inlets may be used when pipe size is 24" or less and open channel flow characteristics exist. 5. STORM DRAINS A Minimum pipe slope shall be .005 (.5%) unless otherwise approved by the City Engineer. Minimum storm drain, within public right-of-way, size shall be 18" diameter. Provide cleanouts at 300' maximum spacing, at angle points and at breaks in grade greater than 1%. For pipes 48" In diameter and larger, a maximum spacing of 500' may be used. When the storm drain clean-out Type A dimension of "Va less "Z" is greater than 18", a storm drain clean-out Type B shall be used. The material for storm drains shall be reinforced concrete pipe designed in conformance with San Diego County Flood Control District's design criteria, as modified by Carlsbad Standard Specifications. Corrugated steel pipe shall not be used. Plastic/rubber collars shall be prohibited. Horizontal curve design shall conform to manufacturer recommended specifications. Vertical curves, require prior. approval from the City Engineer. The pipe invert elevations, slope, pipe profile line and hydraulic grade line for design flows shall be delineated on the mylar of the improvement plans. Any utilities crossing the storm drain shall also be delineated. The strength classification of any pipe shall be shown on the plans. Minimum D-load for RCP shall be 1350 in all City streets or lüture rights-of-way. Minimum D-load for depths less than 2', if allowed, shall be 2000 or greater. G For all drainage designs not covered in these Standards, the current San Diego County Hydrology and Design and Procedure Manuals shall be used. H. For storm drain discharging into unprotected or natural channel, proper energy dissipation measures shall be Installed to prevent damage to the channel or erosion. In cases of limited access or outlet velocities greater than 18 fps, a concrete energy dissipater per SDRS D-41 will be required. Page 4 of 5 The use of detention basins to even out storm peaks and reduce piping is permitted with substantiating engineering calculation and proper maintenance agreements. Detention basins shall be fenced. Desiltation measures for silt caused by development shall be provided and cleaned regularly during the rainy season (October 1 to April 30) and after major rainfall as required by the City Engineer or his designated representative. Adequate storage capacity as determined by the City Engineer shall be maintained at all times. Protection of downstream or adjacent properties from incremental flows (caused by change from an undeveloped to a developed site) shall be provided. Such flows shall not be concentrated and directed across unprotected adjacent properties unless an easement and storm drains or channels to contain flows are provided. L Unprotected downstream channels shall have erosion and grade control structures installed to prevent degradation, erosion, alteration or downcutting of the channel banks. Storm drain pipes designed for flow meeting or exceeding 20 feet per second will require additional cover over invert reinforcing steel as approved by the City Engineer. Storm drain pipe under pressure flow for the design storm, i.e., HGL above the soffit of the ape, shall meet the requirements of ASTM C76, C361, C443 for water-tight joints in the sections of pipe calculated to be under pressure and an additional safety length beyond the pressure flow point Such safety length shall be determined to the satisfaction of the City Engineer taking into consideration such factors as pipe diameter, Q, and velocity. 0. An all weather access road from a paved public right-of-wiy shall be constructed to all drainage and utility improvements. The following design parameters are required: Maximum grade 14%, 15 MPH speed, gated entry, minimum paved width 12 feet, 38' minimum radius, paving shall be a minimum of 4w AC over 4" Class II AB, turnaround required if over 300'. Work areas should be provided as approved by the plan checker. Access roads should be shown on the tentative project approval to ensure adequate environmental review. P. Engineers are encouraged to gravity drain all lots to the street without use of a yard drain system. On projects with new street improvements proposed, a curb outlet per SDRSD D-27 shall be provided for single-family residential lots to allow yard drains to connect to the streets gutter. Page 5 of 5 CITY OF CARLSBAD MODIFICATIONS TO THE SAN DIEGO REGIONALSTANDARD DRAWINGS DWG. MODIFICATION G-12 Add: smooth trowel flow line (typical) 7-1/2" thick with a minimum of 6" of aggregate base per City of Carlsbad Standard GS-17. G-13 Add: smooth trowel flow line (typical), 7-1/2" thick, with a minimum 6" of aggregate base per City of Carlsbad Standard GS-17. G-14 Change: Residential Thickness = 5-1/2" Commercial/Multi-Family Residential Thickness = 7-1/2" G-1 5 Delete requirement 3 G-24 'Type-A" only (delete 'Type B") G-25 "Type-C" only (delete 'Type .0") G-26 Change thickness from 5-1/2" to 7-1/2" and add minimum 4" Class II base under curb/gutter (to 6" past back of curb). G-33 Delete G-34 "Type-C" only (delete 'Type 0") - .-- 'TyPon (delete 'Type E -. -. M General: Agency shall be "City of Carlsbad" M-2 Add: To be used only with specific approval of the City Engineer. 2 Drainage Study La Costa Oaks North 3.2 Childcare Facility CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.2 — Rainfall Intensity Determination Maximum Overland Flow Length & Initial Time of Concentration Table D€p H:REPORTS28OOOZ.01.doc w.O.2500-1 121W2008 121 PM San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 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 (L 1)) 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 planning 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 (L 1) & INITIAL TIME OF CONCENTRATION (T Element DU/ Acre .5% 1% 2% 3% 5% 10% LM I TiLM I Ti LM Tj LM T1 LM T1 LM T Natural 501 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LDR 1 501 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 1001 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 5.41 100 4.3 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 1 100 3.5 HDR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7 N. Corn 50 5.3 60 4.5 75 4.01 85 3.8 95 3.4 1001 2.7 G. Corn 50 4.7 60 4.1 75 3.6 85 3.41 90 2.9 1001 2.4 O.PJCom 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited I. 50 1 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 Drainage Study La Costa Oaks North 3.2 Childcare Facility CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.3 — Design Rainfall Determination 100-Year, 6-Hour Rainfall Isopluvial Map DEp ItEPORTS2OOOiO2lAO1.doc w.O.2600.t 121208121 PM Drainage Study La Costa Oaks North 3.2 Childcare Facility CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.3 — Design Rainfall Determination 10-Year, 6-Hour Rainfall Isopluvial Map OE.d. tReORTS2600O7,QZdOC w.O.2e00.2 31512009 1022 AM Drainage Study La Costa Oaks North 3.2 Childcare Facility CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.3 — Design Rainfall Determination 2-Year, 6-Hour Rainfall Isopluvial Map DE.de t'E3oRrs26c0Oad0c w.o. ThOO2 31512X9 1022AM Drainage Study La Costa Oaks North 3.2 Childcare Facility CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.4 — Rainfall Coefficient Determination DEp w.o. 2600.1 121W2001 121 PM Undisturbed Natural Terrain (Natural) Low Density Residential (LDR) Low Density Residential (LDR) Low Density Residential (LDR) Medium Density Residential (MDR) Medium Density Residential (MDR) Medium Density Residential (MDR) Medium Density Residential (MDR) High Density Residential (HDR) High Density Residential (l-IDR) Commercial/Industrial (N. Corn) Commercial/industrial (G. Corn) Commercial/Industrial (O.P. Corn) Commercial/Industrial (Limited I.) Commercial/Industrial (General I.) Permanent Open Space Residential, 1.0 DU/A or less Residential, 2.0 DU/A or less Residential, 2.9 DU/A or less Residential, 4.3 DU/A or less Residential, 7.3 DU/A or less Residential, 10.9 DU/A or less Residential, 14.5 DU/A or less Residential. 24.0 DU/A or less Residential. 43.0 DU/A or less Neighborhood Commercial General Commercial Office Proflssional/Cornmercial Limited Industrial General industrial San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 6 of 26 Table 3-I RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient "C" Soil Type NRCS Elements County Elements % IMPER. A B C D 0' 0.20 0.25 0.30 0.35 10 0.27 0.32 0.36 0.41 20 0.34 0.38 0.42 0.46 25 0.38 0.41 0.45 0.49 30 0.41 0.45 0.48 0.52 40 0.48 0.51 0.54 0.57 45 0.52 0.54 0.57 0.60 50 0.55 0.58 0.60 0.63 65 0.66 0.67 0.69 0.71 80 0.76 0.77 - 0.78 0.79 80 0.76 0.77 0.78 0.79 85 0.80 0.80 0.81 0.82 90 0.83 0.84 0.84 0.85 90 0.83 0.84 0.84 0.85 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 p e r v i o u s r u n o f f 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 . , t h e a r e a is located in Cleveland National Forest). DU/A = dwelling units per acre NRCS = National Resources Conservation Service 3-6 Drainage Study La Costa Oaks North 3.2 Childcare Facility CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.5 — Rainfall Intensity Determination Maximum Overland Flow Length & Initial Time of Concentration Table D€:p w.o. MO-1 121W2008 203 PM San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 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 Tj values based on average C values for the Land Use Element are also included. These values can be used in planning 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) & INITIAL TIME OF CONCENTRATION (T1) Element* fDU/ Acre .5% 1% 2% 3% 5% 10% LM T, LM Ti LM T1 L 1 T LM Ti LM T1 Natural 50 13.2 70 12.5 85 10.9 100 10.3 1 100 8.71 100 6.9 LDR 1 501 12.2 70 11.5 85 10.0 100 1 9.5 1 100 8.01 100 6.4 LDR 2 501 11.3 70 10.5 85 9.2 iooJ 8.8 100 7.41 100 5.8 LDR 2.9 - 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MDR T 50 1 10.2 70 9.61 80 8.1 95 7.8 1001 6.7 1001 5.3 MDR 17.3 50 1 9.2 65 8.41 80 7.4 95 7.0 100 6.0 1001 4.8 MDR 10.9 50 1 8.7 65 7.91 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 14.3 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 1001 3.5 HDR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7 N. Coin 50 1 5.3 601 4.5 75 4.0 85 3.81 95 3.4 100 2.7 G. Corn 50 1 4.7 60 4.1 75 3.6 85 3.41 90 2.9 100 2.4 O.PJCom 501 4.2 60 3.7 70 3.1 80 2.91 90 2.6 100 1 2.2 Limited 1. 50 4.2 70 3.1 80 2.9 90 2.6 100 I. 50 3.7 ±60 3 . .7 2.2 General 70 17 80 16 90 23 100 L9 *See Table 3-1 for more detailed description 3-12 Drainage Study La Costa Oaks North 3.2 Childcare Facility CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.5 — Rainfall Intensity Determination Urban Watershed Overland Time of Flow Nomograph D€:p H:'REPCRTSi2OOO2'C1.doc w.o.00-1 12A2OOI 121 PM 100 30 z - 0 Izu ILl z. - W U) W S U- 8 10 EXAMPLE: Given: Watercourse Distance (0) = 70 Feet Slope (s) =1.3% 1.8 1 . AF% (1.1-c) 1/E Runoff Coefficient (C) = 0.41 T = 3v_- Overland Flow Time (T) = 9.5 Minutes SOURCE: Airport Drainage, Federal Aviation Administration, 1965 FIGUR1 Rational Formula - Overland Time of Flow Nomograph J3 3 ] VA Ar'' Drainage Study La Costa Oaks North 3.2 Childcare Facility CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.5 — Rainfall Intensity Determination Gutter & Roadway Discharge-Velocity Chart 0Ep It.REPCRTS2OOO2O1.doc w.o. 25MI 121912005 121 PM I I -------- .1 • VABUU IVA__1 ___ _______ -- - ___ __ • F I wa -i __ • -I ___ __ _1__ -I ~WAMJWFANSI~~AWIIM WAMMFmMIWj -u MEN I _ 1!1UWWA PR I VII1iiLi SOUUI _ ThN F"mm MII MW4_1 -u 11 -I WA AUVAIIIUF/i M -I moon 7AáR_I mm _I .INV MWARSEN SOME MEMO UI I 1lII141I MEN .ivl- u FIGURE Gutter and Roadway Discharge -Velocity Chart 3..6j Drainage Study La Costa Oaks North 3.2 Childcare Facility CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.5 — Rainfall Intensity Determination Manning's Equation Nomograph OEp HPORT8260OO21A01.6oc w.o.2e00.1 i2iioa 1:21 PM - r.i * in w ,.. i e 0 0 0 0 0 000 • 0 0 0 0 0000 - IUDIDWOOO SSNHOflOJ 0\ a a, *q r- so in N. Sb in Sn OS .-000 0 d .1... • -. i...i•...I....i....i._•• I • . ...i...J....i....i....I.. •.I A - pUOøS ied 198J Ul AiIO13A / \ / o OS C') 0 0 / In Sb A Sb 0) 0 0 0 010 0 0 O :l -1881 UI SflIOVH onnvlJOAH t,..J...•E.• I. 5.1. i_I . I.._.i....I l....I.... i. - 1.1.1 • I • i..-.i...-i.,.. I..._I._I.., .5.. . I • 1.1.1 s- ;ooj ied 1881 Ul UOIS z 0 -I 0 Drainage Study La Costa Oaks North 3.2 Childcare Facility CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.5 — Rainfall Intensity Determination Intensity-Duration Design Chart OE.p ItREPCRTS26002C1.doc w.o.2eoo1 12120121 PM Drainage Study La Costa Oaks North 3.2 Childcare Facility CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.6 - Rational Method Model Development Summary 0Ep H:REPORVS2002Vi01.doc w.O.2000.1 12191200e 121 PM Drainage Study La Costa Oaks North 3.2 Childcare Facility Rational Method Hydrologic Analysis Computer Software Package - AES-2003 Design Storm - 100-Year Return Interval Land Use - Commercial on southern portion of the site, Mass-Graded on the northern portion of the site Soil Type - Hydrologic soil group 0 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 0 soils have a very slow rate of water transmission. Runoff Coefficient - In accordance with the County of San Diego standards, a runoff coefficient of 0.87 was used for the Commercial Site and a runoff coefficient of 0.55 was used for the existing mass-graded pad as well as for constructed slopes. 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 1.0 square mile, 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 runoff rate in cubic feet per second at the point of analysis. C = A runoff coefficient representing the area - averaged ratio of runoff to rainfall intensity. = 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. DE.de IREPORTS290OZA02.dOC w.o. 2800-2 32Q09 1008 AM Drainage Study La Costa Oaks North 3.2 Childcare Facility The procedure for the subarea summation model is as follows: 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. Estimate an initial Tc by using the appropriate nomograph or overland flow velocity estimation. Using the initial T, determine the corresponding values of I. Then Q = C I A. 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 Confluence analysis at node. Initial subarea analysis (including time of concentration calculation). Pipeflow travel time (computer estimated). Pipeflow travel time (user specified). Trapezoidal channel travel time. Street flow analysis through subarea. User- specified information at node. Addition of subarea runoff to main line. V-gutter flow through area. Copy main stream data to memory bank Confluence main stream data with a memory bank 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 OE.e ItREPCRTS26O02A02.doc w.o. 2e00-2 31512009 1005 AM Drainage Study La Costa Oaks North 3.2 Childcare Facility (2). If the collection streams have different times of concentration, the smaller of the tributary Q values may be adjusted as follows: 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 ('a/'b) Tp = Ta 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 (Tb/Ta) Tp = lb OE.de H:REPORTS29O2%AO2.doc wo. 2000-2 3151200010:05 AM Drainage Study La Costa Oaks North 3.2 Childcare Facility CHAPTER 3 RATIONAL METHOD HYDROLOGIC ANALYSIS 3.1 — 2-Year Interim Condition AES Model Output DE.p w.o. 200.1 121W2008 1:21 PM 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. 1.5A 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 * LA COSTA OAKS NORTH 3.2 W.O. 2600-1 * * 2 YEAR EXISTING CONDITION HYDROLOGIC ANALYSIS * * FEB 2009 * FILE NAME: H:\AES2003\2600\01\EX02.DAT TIME/DATE OF STUDY: 11:52 02/02/2009 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.400 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 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 12.0 7.0 0.020/0.020/ --- 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 4.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 708.00 TO NODE 709.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 0 - INITIAL SUBAREA FLOW-LENGTH(FEET) = 79.90 UPSTREAM ELEVATION(FEET) = 384.40 DOWNSTREAM ELEVATION(FEET) = 382.80 ELEVATION DIFFERENCE(FEET) = 1.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.021 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.963 SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 0.44 FLOW PROCESS FROM NODE 709.00 TO NODE 710.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 382.80 DOWNSTREAM(FEET) = 377.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0223 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0.50 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.250 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.65 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.16 AVERAGE FLOW DEPTH(FEET) = 0.12 TRAVEL TIME(MIN.) = 3.74 Tc(MIN.) = 10.76 SUBAREA AREA(ACRES) = 1.92 SUBAREA RUNOFF(CFS) = 2.38 AREA-AVERAGE RUNOFF COEFFICIENT = 0.550 TOTAL AREA(ACRES) = 2.19 PEAK FLOW RATE(CFS) = 2.71 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.15 FLOW VELOCITY(FEET/SEC.) = 1.24 LONGEST FLOWPATH FROM NODE 708.00 TO NODE 710.00 = 339.90 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.19 TC(MIN.) = 10.76 PEAK FLOW RATE (CFS) = 271 END OF RATIONAL METHOD ANALYSIS Drainage Study La Costa Oaks North 3.2 Childcare Facility CHAPTER 3 RATIONAL METHOD HYDROLOGIC ANALYSIS 3.2 — 10-Year Interim Condition AES Model Output DE.p H:ORTSi2cO21 O1.doc w.0. 2500.1 1V012001 121 P 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. 1.5A Release Date: 01/01/2003 License ID 1239 Analysis prepared by: HONSAKER & ASSOCIATES - SAN DIEGO 10179 Huennekens Street San Diego, Ca. 92121 (858) 558-4500 ************************** DESCRIPTION OF STUDY ************************** ' LA COSTA OAKS NORTH 3.2 W.O. 2600-1 * * 10 YEAR EXISTING CONDITION HYDROLOGIC ANALYSIS * * FEB 2009 * FILE NAME: H:\AES2003\2600\01\EX10.DAT TIME/DATE OF STUDY: 11:48 02/02/2009 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.000 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USERDEFINED 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 12.0 7.0 0.020/0.020/ --- 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 4.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 708.00 TO NODE 709.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 79.90 UPSTREAM ELEVATION(FEET) = 384.40 DOWNSTREAM ELEVATION(FEET) = 382.80 ELEVATION DIFFERENCE(FEET) = 1.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.021 10 YEAR RAINFALL INTENSITY(INCH/HOtJR) = 4.233 SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 0.63 FLOW PROCESS FROM NODE 709.00 TO NODE 710.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 382.80 DOWNSTREAM(FEET) = 377.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0223 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.243 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.37 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.21 AVERAGE FLOW DEPTH(FEET) = 0.14 TRAVEL TIME(MIN.) = 3.59 Tc(MIN.) = 10.61 SUBAREA AREA(ACRES) = 1.92 SUBAREA RUNOFF(CFS) = 3.42 AREA-AVERAGE RUNOFF COEFFICIENT = 0.550 TOTAL AREA(ACRES) = 2.19 PEAK FLOW RATE(CFS) = 3.91 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.16 FLOW VELOCITY.(FEET/SEC.) = 1.44 LONGEST FLOWPATH FROM NODE 708.00 TO NODE 710.00 = 339.90 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.19 TC(MIN.) = 10.61 PEAK FLOW RATE (CFS) C3.91 END OF RATIONAL METHOD ANALYSIS Drainage Study La Costa Oaks North 3.2 Childcare Facility CHAPTER 3 RATIONAL METHOD HYDROLOGIC ANALYSIS 3.3 — 100-Year Interim Condition AES Model Output DE:p w.o. CO.I 12JW2005 121 PM 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. 1.5A 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 ************************** * LA COSTA OAKS NORTH 3.2 W.O. 2600-1 * * 100 YEAR EXISTING CONDITION HYDROLOGIC ANALYSIS * * FEB 2009 * FILE NAME: H:\AES2003\2600\01\EX10O.DAT TIME/DATE OF STUDY: 11:44 02/02/2009 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.900 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 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 12.0 7.0 0.020/0.020/ --- 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 4.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 708.00 TO NODE J09.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 79.90 UPSTREAM ELEVATION(FEET) = 384.40 DOWNSTREAM ELEVATION(FEET) = 382.80 ELEVATION DIFFERENCE(FEET) = 1.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.021 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.138 SUBAREA RUNOFF(CFS) = 0.91 TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 0.91 FLOW PROCESS FROM NODE 709.00 TO NODE 710.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 382.80 DOWNSTREAM(FEET) = 377.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0223 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.854 *USER SPECIFIED(StJBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.48 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.41 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 3.08 Tc(MIN.) = 10.10 SUBAREA AREA(ACRES) = 1.92 SUBAREA RUNOFF(CFS) = 5.13 AREA-AVERAGE RUNOFF COEFFICIENT = 0.550 TOTAL AREA(ACRES) = 2.19 PEAK FLOW RATE(CFS) = 5.85 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.19 FLOW VELOCITY(FEET/SEC.) = 1.56 LONGEST FLOWPATH FROM NODE 708.00 TO NODE 710.00 = 339.90 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.19 TC(MIN.) = 10.10 PEAK FLOW RATE (CFS) = ,. 5.85 END OF RATIONAL METHOD ANALYSIS Drainage Study La Costa Oaks North 3.2 Childcare Facility CHAPTER 3 RATIONAL METHOD HYDROLOGIC ANALYSIS 3.4 — 2-Year Developed Condition AES Model Output OEp H:REPORTS260002Ot.doc w.o. NO-1 12402008 121 PM 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. 1.5A Release Date: 01/01/2003 License ID Z239 Analysis prepared by: HUNSAKER & ASSOCIATES - SAN DIEGO 10179 Huennekens Street San Diego, Ca. 92121 (858) 558-4500 ************************** DESCRIPTION OF STUDY * LA COSTA OAKS NORTH 3.2 W.O. 2600-1 * * 2-Year Developed Condition Hydrologic Analysis * * FEB 2009 * ************************************************************************** FILE NAME: H:\AES2003\2600\01\DEV02.DAT TIME/DATE OF STUDY: 14:59 02/02/2009 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.400 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USERDEFINED 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 12.0 7.0 0.020/0.020/ --- 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 4.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 708.00 TO NODE 709.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(StJBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 79.90 UPSTREAM ELEVATION(FEET) = 384.40 DOWNSTREAM ELEVATION(FEET) = 382.80 ELEVATION DIFFERENCE(FEET) = 1.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.936 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.689 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.87 TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 0.87 FLOW PROCESS FROM NODE 709.00 TO NODE 710.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 382.80 DOWNSTREAM(FEET) = 377.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0223 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0.50 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.240 *USER SPECIFIED(StJBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.63 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.36 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 3.18 Tc(MIN.) = 6.11 SUBAREA AREA(ACRES) = 1.92 SUBAREA RUNOFF(CFS) = 5.41 AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 TOTAL AREA(ACRES) = 2.19 PEAK FLOW RATE(CFS) = 6.17 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.20 FLOW VELOCITY(FEET/SEC.) = 1.62 LONGEST FLOWPATH FROM NODE 708.00 TO NODE 710.00 = 339.90 FEET. END OFSTUDY SUMMARY: - - TOTAL AREA(ACRES) = 2.19 TC(MIN.) 6.11 PEAK FLOW RATE (CFS) = 6.17 END OF RATIONAL METHOD ANALYSIS Drainage Study La Costa Oaks North 3.2 Childcare Facility CHAPTER 3 RATIONAL METHOD HYDROLOGIC ANALYSIS 3.5 — 10-Year Developed Condition AES Model Output OEp w.o. 2e00-1 121912005 UI Pt **************************************************************************** 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. 1.5A 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 * LA COSTA OAKS NORTH 3.2 W.O. 2600-1 * * 10-Year Developed Condition Hydrologic Analysis * * FEB 2009 * FILE NAME: H:\AES2003\2600\01\DEV10.DAT TIME/DATE OF STUDY: 14:58 02/02/2009 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION.: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.000 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USERDEFINED 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 12.0 7.0 0.020/0.020! --- 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 4.0 (FT*FT,S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 708.00 TO NODE 709.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 79.90 UPSTREAM ELEVATION(FEET) = 384.40 DOWNSTREAM ELEVATION(FEET) = 382.80 ELEVATION DIFFERENCE(FEET) = 1.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.936 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.269 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.24 TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 1.24 * * * * * ********************** * *** ***** ******** ******** ** **** FLOW PROCESS FROM NODE 709.00 TO NODE 710.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 382.80 DOWNSTREAM(FEET) = 377.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0223 CHANNEL BASE(FEET) = 0.00 "Zn FACTOR = 99.990 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.788 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.23 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.51 AVERAGE FLOW DEPTH(FEET) - 0.19 TRAVEL TIME(MIN.) = 2.87 Tc(MIN.) = 5.80 SUBAREA AREA(ACRES) = 1.92 SUBAREA RUNOFF(CFS) = 8.00 AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 TOTAL AREA(ACRES) = 2.19 PEAK FLOW RATE(CFS) = 9.12 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.23 FLOW VELOCITY(FEET/SEC.) = 1.79 LONGEST FLOWPATH FROM NODE 708.00 TO NODE 710.00 = 339.90 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.19 TC(MIN.) = 5.80 PEAK FLOW RATE(CFS) = c9;12 END OF RATIONAL METHOD ANALYSIS Drainage Study La Costa Oaks North 3.2 Childcare Facility CHAPTER 3 RATIONAL METHOD HYDROLOGIC ANALYSIS 3.6 — 100-Year Developed Condition AES Model Output OE.p HEPcgTS2e0002tot.doc w.o. CO-t 12I92O@ lit PM *************************************************************************** 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. 1.5A 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 ************************** * LA COSTA OAKS NORTH 3.2 W.O. 2600-1 * * 100-Year Developed Condition Hydrologic Anlaysis * * FEB 2009 S * ***** * ********* ******** ******* ** * ****** ************** ****** ***** **** ***** * FILE NAME: H:\AES2003\2600\01\DEV100.DAT TIME/DATE OF STUDY: 14:53 02/02/2009 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.900 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USERDEFINED 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 12.0 7.0 0.020/0.020/ --- 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 4.0 (FT*FT!S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 708.00 TO NODE 709.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 79.90 UPSTREAM ELEVATION(FEET) = 384.40 DOWNSTREAM ELEVATION(FEET) = 382.80 ELEVATION DIFFERENCE(FEET) = 1.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.936 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.641 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.79 TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 1.79 FLOW PROCESS FROM NODE 709.00 TO NODE 710.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 382.80 DOWNSTREAM(FEET) = 377.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0223 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.158 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.82 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.67 AVERAGE FLOW DEPTH(FEET) = 0.22 TRAVEL TIME(MIN.) = 2.60 Tc(MIN.) = 5.53 SUBAREA AREA(ACRES) = 1.92 SUBAREA RUNOFF(CFS) = 11.96 AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 TOTAL AREA(ACRES) = 2.19 PEAK FLOW RATE(CFS) = 13.64 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.26 FLOW VELOCITY(FEET/SEC.) = 1.95 LONGEST FLOWPATH FROM NODE 708.00 TO NODE 710.00 = 339.90 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.19 TC(MIN.) = 5.53 PEAK FLOW RATE (CFS) = 1364 END OF RATIONAL METHOD ANALYSIS Drainage Study La Costa Oaks North 3.2 Childcare Facility CHAPTER 4 DETENTION BASIN ANALYSIS 2-YEAR EVENT O€:p H:REORTS2OOO2AO1.doc w.o. NO-1 121912008 121 PM 2- Year Event Rational Method Hydrograph Calculations FOR LA COSTA OAKS NORTH NEIGHBORHOOD 3.2 Q 8.17 c Tc 5 mln C= 0.67 4 72 pliqe 1.4 In AC 2.19 acres (744Pr)-.64 jrOI (V1- (W41 0 I VOL AVOL I(INCR) a VOL ORDINATE 4 (MIN) (INIHR) ON) (iN) (iNflIR) (CFS) (CF) SUMC o 0 0.00 0.00 0.31 3.89 0.17 1651 0.00 1 5 3.69 0.31 0.09 1.03 1.96 588 0.16 2 10 2.38 0.39 0.08 0.73 1.39 417 0.18 3 15 1.82 0.45 0.05 0.59 1.12 335 0.18 4 20 1.51 0.50 0.04 0.50 0.05 284 0.18 5 25 1.31 0.54 0.04 0.44 0183 250 0.17 6 30 1.18 0.58 0.03 0.39 0.75 224 0.17 7 35 1.05 0.61 0.03 0.38 0.08 204 0.17 8 40 0.98 0.64 0.03 0.33 0.83 188 0.18 9 45 0.89 0.67 0.03 0.31 0.50 175 0.18 10 50 0.84 0.70 0.02 0.29 0.65 164 0.18 11 55 0.79 0.72 0.02 0.27 0.52 155 0.18 12 80 0.74 014 0.02 0.28 0.49 147 0.19 13 65 0.71 0.76 0.02 0.24 0.47 140 0.19 14 70 0.67 0.78 0.02 023 0.44 . 133 0.19 15 75 0.64 0.00 0.02 022 0.43 120 0.20 18 80 0.62 0.82 0.02 0.21 0.41 123 020 17 85 0.59 0.84 0.02 0.21 0.39 118 0.21 18 90 0.57 0.86 0.02 0.20 0.38 114 021 19 95 0.55 0.87 0.02 0.19 0.37 110 022 20 100 0.53 0.89 0.02 0.19 0.38 107 022 21 105 0.52 0.91 0.02 0.18 0.34 103 023 22 110 0.50 0.92 0.01 0.18 0.33 100 0.23 23 115 0.49 0.94 0.01 0.17 0.33 98 024 24 120 0.47 0.95 0.01 0.17 0.32 95 024 25 125 0.48 0.98 0.01 0.18 0.31 93 025 20 130 0.45 0.98 0.01 0.10 0.30 90 025 27 135 0.44 0.99 0.01 0.15 0.29 08 026 28 140 0.43 1.00 0.01 0.15 0.29 08 027 29 145 0.42 1.02 0.01 0.15 0.28 84 028 30 160 0.41 1.03 0.01. 0.14 028 83 0.29 31 155 0.40 1.04 0.01 0.14 027 61 0.30 32 160 0.39 1.05 . 0.01 0.14 0.28 79 0.31 33 165 0.39 1.06 0.01 0.14 0.26 78 0.33 34 170 0.38 1.07 0.01 0.13 025 76 0.33 35 175 0.37 1.09 0.01 . 0.13 0.25 75 0.38 36 180 0.37 1.10 0.01 0.13 0.25 74 0.37 37 185 0.38 1.11 0.01 0.13 024 72 0.39 38 190 0.35 1.12 0.01 0.12 0.24 71 0.41 39 195 0.35 1.13 0.01 0.12 0.23 70 0.44 40 200 0.34 1.14 0.01 0.12 023 Be 0.47 41 205 0.34 1.15 0.01 0.12 0.23 Be 0.52 42 210 0.33 1.16 0.01 0.12 0.22 67 0.55 43 215 0.33 1.17 0.01 0.11 0.22 68 0.63 44 220 0.32 1.18 0.01 0.11 0.22 65 0.88 45 225 0.32 1.19 0.01 0.11 0.21 84 0.83 46 230 0.31 1.20 0.01 0.11 0.21 63 0.96 47 235 0.31 1.21 0.01 0.11 0.21 62 1.39 48 240 0.30 1.21 0.01 0.11 0.20 61 1.90 49 245 0.30 122 0.01 0.11 0.20 60 6.17 50 250 0.30 1.23 0.01 0.10 0.20 60 1.12 51 255 0.29 1.24 0.01 0.10 0.20 59 0.75 52 280 0.29 1.25 0.01 0.10 9.19 58 0.58 53 265 0.28 1.28 0.01 0.10 0.19 57 0.49 54 270 0.28 1.27 0.01 0.10 0.19 51 0.43 55 275 020 128 0.01 0.10 0.10 58 0.38 58 280 0.27 1.28 0.01 0.10 0.18 55 0.34 57 285 0.27 1.29 0.01 0.10 0.18 55 0.32 58 290 027 1.30 0.01 0.09 0.18 54 0.29 59 295 0.21 1.31 0.01 0.09 0.18 54 0.28 00 300 0.26 1.32 0.01 0.09 0.18 53 028 61 305 0.28 1.32 0.01 0.09 0.18 53 0.25 62 310 0.28 1.33 0.01 0.09 0.17 52 0.23 63 315 0.25 1.34 0.01 0.09 0.17 51 022 84 320 0.25 1.35 0.01 0.09 0.17 . 51 0.21 65 325 0.25 1.35 0.01 0.09 0.17 50 020 08 330 025 1.36 0.01 0.09 0.17 50 0.20 87 335 024 1.37 0.01 0.09 0.18 49 0.19 00 340 0.24 1.37 0.01 0.09 0.16 49 0.18 69 345 0.24 1.38 0.01 0.00 0.16 49 0.18 70 350 0.24 1.39 0.01 0.00 0.16 48 0.17 71 355 0.24 1.40 0.01 0.00 0.16 48 0.17 72 380 0.23 1.40 0.00 0.00 0.00 0 0.16 SUM- 9355 cubIc feet 0.22 acr.4.et Checic VCAPI V= 022 ecre4eet OK dr2 7I3W9 STAGE-STORAGE TABLE LA COSTA OAKS NORTH NEIGHBORHOOD 3.2 Elevation Area Total Volume (ft) (acres) (acre-ft.) 365.0 0.0400 ENG FILL 366.0 0.0400 ENG FILL 367.0 0.0400 0.00 368.0 0.0400 0.04 369.0 0.0400 0.08 370.0 0.0400 0.12 371.0 0.0400 0.16 372.0 0.0400 0.20 373.0 0.0400 0.24 373.5 0.0400 0.26 3/3/2009 1 of 1 H:\EXCEL\260001Stage-Storage-StormTank.xIs Orifice Equation... Q0 = CA(29h)"2 where C = Orifice Coefficient 0.60 (per Brater & King "Handbook of Hydraulics) A = Cross Sectional Area of the Orifice g = Gravitational Constant 32.2 feet/S' h = Effective Head on the Orifice Measured from the Centroid of the Opening 6" orifice 365 centroid el( 365.25 top of orific 365.50 WEIR EQUATION 0= CL where C = Weir Coefficient = 3.0 when H = 0.5 feet = 3.3 when H > 1.0 feet L = Length of the Weir (feet) H = Water Height over Weir (feet) Headwater Hole 1(1) Elevation Riser-On? (feet) (cfs) 365.0 0.00 366.0 0.82 367.0 1.25 368.0 1.57 369.0 1.83 370.0 2.06 371.0 2.27 372.0 2.46 373.0 2.63 373.5 __ 2.72 LA COSTA OAKS NORTH NEIGHBORHOOD 3.2 ORIFICE CALCULATIONS DISCHARGE RATING CURVE Riser Perforations Calculations Based on Orifice Equation BOTTOM ELEVATION OF HOLE NO. 1 = HOLE NO. 1 DIAMETER = NUMBER OF ORIFICES= 365.00 feet 6:0 inches 0.5 feet 1.0 0. 196349 area (sq ft) "1 HMS * Summary of Results for Reservoir-1 Project : LA_ COSTA _26 Start of Run : 01Jan01 0000 End of Run : 01Jan01 0600 Execution Time : 03Mar09 1301 Run Name : Run 13 Basin Model DETBASIN_80 Met. Model : Met 1 Control Specs : Control 1 Date Time Reservoir Reservoir Inflow Outflow Storage Elevation (cfs) (cfs) (ac-ft) (ft) 31 Dec 00 2400 0.08000 369.00 0.0000 0.0000 01 Jan 01 0001 0.08002 369.00 0.0320 0.0011 01 Jan 01 0002 0.08008 369.00 0.0640 0.0043 01 Jan 01 0003 0.08018 369.00 0.0960 0.0095 01 Jan 01 0004 0.08032 369.01 0.1280 0.0165 01 Jan 01 0005 0.08049 369.01 0.1600 0.0253 01 Jan 01 0006 0.08067 369.02 0.1600 0.0345 01 Jan 01 0007 0.08084 369.02 0.1600 0.0431 01 Jan 01 0008 0.08099 369.02 0.1600 0.0511 01 Jan 01 0009 0.08114 369.03 0.1600 0.0586 01 Jan 01 0010 0.08127 369.03 0.1600 0.0655 01 Jan 01 0011 0.08140 369.03 0.1600 0.0720 01 Jan 01 0012 0.08151 369.04 0.1600 0.0780 01 Jan 01 0013 0.08162 369.04 0.1600 0.0836 01 Jan 01 0014 0.08173 369.04 0.1600 0.0889 01 Jan 01 0015 0.08182 369.05 0.1600 0.0937 01 Jan 01 0016 0.08191 369.05 0.1600 0.0983 01 Jan 01 0017 0.08199 369.05 0.1600 0.1025 01 Jan 01 0018 0.08207 369.05 0.1600 0.1064 01 Jan 01 0019 0.08214 369.05 0.1600 0.1101 01 Jan 01 0020 0.08220 369.06 0.1600 0.1135 01 Jan 01 0021 0.08227 369.06 0.1620 0.1168 01 Jan 01 0022 0.08233 369.06 0.1640 0.1199 01 Jan 01 0023 0.08239 369.06 0.1660 0.1230 01 Jan 01 0024 0.08245 369.06 0.1680 0.1260 01 Jan 01 0025 0.08250 369.06 0.1700 0.1290 01 Jan 01 0026 0.08256 369.06 0.1700 0.1318 01 Jan 01 0027 0.08261 369.07 0.1700 0.1344 01 Jan 01 0028 0.08266 369.07 0.1700 0.1369 01 Jan 01 0029 0.08270 369.07 0.1700 0.1391 01 Jan 01 0030 0.08274 369.07 0.1700 0.1412 01 Jan 01 0031 0.08278 369.07 0.1700 0.1432 01 Jan 01 0032 0.08282 369.07 0.1700 0.1450 01 Jan 01 0033 0.08285 369.07 0.1700 0.1468 01 Jan 01 0034 0.08288 369.07 0.1700 0.1483 01 Jan 01 0035 0.08291 369.07 0.1700 0.1498 01 Jan 01 0036 0.08294 369.07 0.1720 0.1513 01 Jan 01 0037 0.08297 369.07 0.1740 0.1528 01 Jan 01 0038 0.08300 369.07 0.1760 0.1543 01 Jan 01 0039 0.08303 369.08 0.1780 0.1558 01 Jan 01 0040 0.08306 369.08 0.1800 0.1574 Date Time Reservoir Reservoir Inflow Outflow Storage Elevation (Cf a) (cf s) (ac-ft) (ft) 01 Jan 01 0041 0.08309 369.08 0.1800 0.1590 01 Jan 01 0042 0.08311 369.08 0.1800 0.1604 01 Jan 01 0043 0.08314 369.08 0.1800 0.1618 01 Jan 01 0044 0.08317 369.08 0.1800 0.1630 01 Jan 01 0045 0.08319 369.08 0.1800 0.1642 01 Jan 01 0046 0.08321 369.08 0.1800 0.1653 01 Jan 01 0047 0.08323 369.08 0.1800 0.1663 01 Jan 01 0048 0.08325 369.08 0.1800 0.1672 01 Jan 01 0049 0.08326 369.08 0.1800 0.1681 01 Jan 01 0050 0.08328 369.08 0.1800 0.1689 01 Jan 01 0051 0.08329 369.08 0.1800 0.1697 01 Jan 01 0052 0.08331 369.08 0.1800 0.1704 01 Jan 01 0053 0.08332 369.08 0.1800 0.1710 01 Jan 01 0054 0.08333 369.08 0.1800 0.1716 01 Jan 01 0055 0.08334 369.08 0.1800 0.1722 01 Jan 01 0056 0.08336 369.08 0.1820 0.1728 01 Jan 01 0057 0.08337 369.08 0.1840 0.1735 01 Jan 01 0058 0.08338 369.08 0.1860 0.1743 01 Jan 01 0059 0.08340 369.09 0.1880 0.1752 01 Jan 01 0100 0.08342 369.09 0.1900 0.1761 01 Jan 01 0101 0.08344 369.09 0.1900 0.1771 01 Jan 01 0102 0.08346 369.09 0.1900 0.1780 01 Jan 01 0103 0.08347 369.09 0.1900 0.1788 01 Jan 01 0104 0.08349 369.09 0.1900 0.1795 01 Jan 01 0105 0.08350 369.09 0.1900 0.1803 01 Jan 01 0106 0.08351 369.09 0.1900 0.1809 01 Jan 01 0107 0.08353 369.09 0.1900 0.1816 01 Jan 01 0108 0.08354 369.09 0.1900 0.1821 01 Jan 01 0109 0.08355 369.09 0.1900 0.1827 01 Jan 01 0110 0.08356 369.09 0.1900 0.1832 01 Jan 01 0111 0.08357 369.09 0.1920 0.1837 01 Jan 01 0112 0.08358 369.09 0.1940 0.1843 01 Jan 01 0113 0.08359 369.09 0.1960 0.1851 01 Jan 01 0114 0.08361 369.09 0.1980 0.1859 01 Jan 01 0115 0.08363 369.09 0.2000 0.1868 01 Jan 01 0116 0.08364 369.09 0.2000 0.1877 01 Jan 01 0117 0.08366 369.09 0.2000 0.1885 01 Jan 01 0118 0.08368 369.09 0.2000 0.1893 01 Jan 01 0119 0.08369 369.09 0.2000 0.1901 01 Jan 01 0120 0.08370 369.09 0.2000 0.1907 01 Jan 01 0121 0.08372 369.09 0.2020 0.1914 01 Jan 01 0122 0.08373 369.09 0.2040 0.1922 01 Jan 01 0123 0.08375 369.09 0.2060 0.1931 01 Jan 01 0124 0.08377 369.09 0.2080 0.1941 01 Jan 01 0125 0.08379 369.09 0.2100 0.1951 01 Jan 01 0126 0.08381 369.10 0.2100 0.1961 01 Jan 01 0127 0.08383 369.10 0.2100 0.1971 01 Jan 01 0128 0.08384 369.10 0.2100 0.1979 01 Jan 01 0129 0.08386 369.10 0.2100 0.1988 01 Jan 01 0130 0.08387 369.10 0.2100 0.1995 01 Jan 01 0131 0.08389 369.10 0.2120 0.2003 Page: 2 Date Time Reservoir Reservoir Inflow Outflow Storage Elevation (cfs) (cfs) (ac-ft) (ft) 01 Jan 01 0132 0.08391 369.10 0.2140 0.2012 01 Jan 01 0133 0.08392 369.10 0.2160 0.2021 01 Jan 01 0134 0.08394 369.10 0.2180 0.2032 03. Jan 01 0135 0.08397 369.10 0.2200 0.2042 01 Jan 01 0136 0.08399 369.10 0.2200 0.2053 01 Jan 01 0137 0.08401 369.10 0.2200 0.2063 01 Jan 01 0138 0.08402 369.10 0.2200 0.2073 01 Jan 01 0139 0.08404 369.10 0.2200 0.2081 01 Jan 01 0140 0.08406 369.10 0.2200 0.2089 01 Jan 01 0141 0.08407 369.10 0.2220 0.2098 01 Jan 01 .0142 0.08409 369.10 0.2240 0.2107 01 Jan 01 0143 0.08411 369.10 0.2260 0.2117 01 Jan 01 0144 0.08413 369.10 0.2280 0.2127 01 Jan 01 0145 0.08415 369.10 0.2300 0.2138 01 Jan 01 0146 0.08417 369.10 0.2300 0.2149 01 Jan 01 0147 0.08419 369.10 0.2300 0.2160 01 Jan 01 0148 0.08421 369.11 0.2300 0.2169 01 Jan 01. 0149 0.08423 369.11 0.2300 0.2178 03. Jan 01 0150 0.08425 369.11 0.2300 0.2187 01 Jan 01 0151 0.08426 369.11 0.2320 0.2195 01 Jan 01 0152 0.08428 369.11 0.2340 0.2204 01 Jan 01 0153 0.08430 369.11 0.2360 0.2214 01 Jan 01 0154 0.08432 369.11 0.2380 0.2225 01 Jan 01 0155 0.08434 369.11 0.2400 0.2236 01 Jan 01 0156 0.08436 369.11 0.2400 0.2247 01 Jan 01 0157 0.08438 369.11 0.2400 0.2258 01 Jan 01 0158 0.08440 369.11 0.2400 0.2268 01 Jan 01 0159 0.08442 369.11 0.2400 0.2277 01 Jan 01 0200 0.08444 369.11 0.2400 0.2285 03. Jan 01 0201 0.08445 369.11 0.2420 0.2294 01 Jan 01 0202 0.08447 369.11 0.2440 0.2303 01 Jan 01 0203 0.08449 369.11 0.2460 0.2313 01. Jan 01 0204 0.08451 369.11 0.2480 0.2324 01 Jan 01 0205 0.08453 369.11 0.2500 0.2335 01 Jan 01 0206 0.08456 369.11 0.2500 0.2347 01. Jan 01 0207 0.08458 369.11 0.2500 0.2357 03. Jan 01 0208 0.08460 369.11 0.2500 0.2367 01 Jan 01 0209 0.08461 369.12 0.2500 0.2376 01. Jan 01 0210 0.08463 369.12 0.2500 0.2384 01 Jan 01 0213. 0.08465 369.12 0.2520 0.2393 01 Jan 01 0212 0.08466 369.12 0.2540 0.2402 01 Jan 01 0213 0.08468 369.12 0.2560 0.2413 01 Jan 01 0214 0.08471 369.12 0.2580 0.2423 01 Jan 01 0215 0.08473 369.12 0.2600 0.2435 OL Jan 01 0216 0.08475 369.12 0.2620 0.2447 01 Jan 01 0217 0.08478 369.12 0.2640 0.2459 01 Jan 01 0218 0.08480 369.12 0.2660 0.2472 01 Jan 01 0219 0.08483 369.12 0.2680 0.2486 01. Jan 01 0220 0.08485 369.12 0.2700 0.2500 01. Jan 01 0221 0.08488 369.12 0.2720 0.2514 01 Jan 01 0222 0.08491 369.12 0.2740 0.2529 Page: 3 Date Time Reservoir Reservoir Inflow Outflow Storage Elevation (cfs) (Cf s) (ac-ft) (ft) 01 Jan 01 0223 0.08494 369.12 0.2760 0.2544 01 Jan 01 0224 0.08497 369.12 0.2780 0.2560 01 Jan 01 0225 0.08500 369.13 0.2800 0.2575 01 Jan 01 0226 0.08503 369.13 0.2820 0.2592 01 Jan 01 0227 0.08506 369.13 0.2840 0.2608 01 Jan 01 0228 0.08510 369.13 0.2860 0.2624 01 Jan 01 0229 0.08513 369.13 0.2880 0.2641 01 Jan 01 0230 0.08516 369.13 0.2900 0.2658 01 Jan 01 0231 0.08520 369.13 0.2920 0.2676 01 Jan 01 0232 0.08523 369.13 0.2940 0.2693 01 Jan 01 0233 0.08526 369.13 0.2960 0.2711 01 Jan 01 0234 0.08530 369.13 0.2980 0.2728 01 Jan 01 0235 0.08533 369.13 0.3000 0.2746 01 Jan 01 0236 0.08537 369.13 0.3020 0.2764 01. Jan 01 0237 0.08540 369.14 0.3040 0.2783 01 Jan 01 0238 0.08544 369.14 0.3060 0.2801 01 Jan 01 0239 0.08547 369.14 0.3080 0.2819 01 Jan 01 0240 0.08551 369.14 0.3100 0.2838 01 Jan 01 0241 0.08555 369.14 0.3140 0.2857 01 Jan 01 0242 0.08559 369.14 0.3180 0.2878 01. Jan 01 0243 0.08563 369.14 0.3220 0.2900 01 Jan 01 0244 0.08568 369.14 0.3260 0.2923 01 Jan 01 0245 0.08572 369.14 0.3300 0.2948 01 Jan 01 0246 0.08577 369.14 0.3300 0.2972 03. Jan 01 0247 0.08581 369.15 0.3300 0.2994 01 Jan 01 0248 0.08585 369.15 0.3300 0.3015 01 Jan 01 0249 0.08589 369.15 0.3300 0.3035 01 Jan 01 0250 0.08593 369.15 0.3300 0.3053 01 Jan 01 0251 0.08596 369.15 0.3360 0.3072 01 Jan 01 0252 0.08601 369.15 0.3420 0.3094 01 Jan 01 0253 0.08605 369.15 0.3480 0.3118 01 Jan 01 0254 0.08611 369.15 0.3540 0.3145 01 Jan 01 0255 0.08616 369.15 0.3600 0.3174 01 Jan 01 0256 0.08622 369.16 0.3620 0.3204 01 Jan 01 0257 0.08628 369.16 0.3640 0.3233 03. Jan 01 0258 0.08633 369.16 0.3660 0.3262 01 Jan 01 0259 0.08639 369.16 0.3680 0.3290 01 Jan 01 0300 0.08644 369.16 0.3700 0.3317 01 Jan 01 0301 0.08649 369.16 0.3740 0.3345 01 Jan 01 0302 0.08655 369.16 0.3780 0.3373 01 Jan 01 0303 0.08661 369.17 0.3820 0.3402 01 Jan 01 0304 0.08666 369.17 0.3860 0.3432 01 Jan 01 0305 0.08672 369.17 0.3900 0.3463 01 Jan 01 0306 0.08679 369.17 0.3940 0.3494 01 Jan 01 0307 0.08685 369.17 0.3980 0.3526 01 Jan 01 0308 0.08691 369.17 0.4020 0.3559 01 Jan 01 0309 0.08697 369.17 0.4060 0.3592 01 Jan 01 0310 0.08704 369.18 0.4100 0.3625 01 Jan 01 0311 0.08711 369.18 0.4160 0.3660 01 Jan 01 0312 0.08718 369.18 0.4220 0.3696 01 Jan 01 0313 0.08725 369.18 0.4280 0.3734 Page: 4 Date Time Reservoir Reservoir Inflow Outflow Storage Elevation (Cf s) (cf s) (ac-ft) (ft) 01 Jan 01 0314 0.08733 369.18 0.4340 0.3773 01 Jan 01 0315 0.08741 369.19 0.4400 0.3814 01 Jan 01 0316 0.08749 369.19 0.4460 0.3856 01 Jan 01 0317 0.08757 369.19 0.4520 0.3900 01 Jan 01 0318 0.08766 369.19 0.4580 0.3944 01 Jan 01 0319 0.08775 369.19 0.4640 0.3990 01 Jan 01 0320 0.08784 369.20 0.4700 0.4037 01 Jan 01 0321 0.08793 369.20 0.4800 0.4085 01 Jan 01 0322 0.08803 369.20 0.4900 0.4138 01 Jan 01 0323 0.08814 369.20 0.5000 0.4193 01 Jan 01 0324 0.08826 369.21 0.5100 0.4252 01 Jan 01 0325 0.08838 369.21 0.5200 0.4314 01 Jan 01 0326 0.08850 369.21 0.5260 0.4376 01 Jan 01 0327 0.08862 369.22 0.5320 0.4439 01 Jan 01 0328 0.08874 369.22 0.5380 0.4501 01 Jan 01 0329 0.08886 369.22 0.5440 0.4564 01 Jan 01 0330 0.08898 369.22 0.5500 0.4626 01 Jan 01 0331 0.08911 369.23 0.5660 0.4691 01 Jan 01 0332 0.08925 369.23 0.5820 0.4763 01 Jan 01 0333 0.08940 369.23 0.5980 0.4841 01 Jan 01 0334 0.08956 369.24 0.6140 0.4924 01 Jan 01 0335 0.08973 369.24 0.6300 0.5013 01 Jan 01 0336 0.08991 369.25 0.6400 0.5105 01 Jan 01 0337 0.09009 369.25 0.6500 0.5197 01 Jan 01 0338 0.09027 369.26 0.6600 0.5290 01 Jan 01 0339 0.09045 369.26 0.6700 0.5383 01 Jan 01 0340 0.09063 369.27 0.6800 0.5476 01 Jan 01 0341 0.09083 369.27 0.7100 0.5577 01 Jan 01 0342 1 0.09105 369.28 0.7400 0.5692 01 Jan 01 0343 0.09130 369.28 0.7700 0.5819 01 Jan 01 0344 0.09157 369.29 0.8000 0.5958 01 Jan 01 0345 0.09186 369.30 0.8300 0.6109 01 Jan 01 0346 0.09217 369.30 0.8540 0.6267 01 Jan 01 0347 0.09249 369.31 0.8780 0.6431 01 Jan 01 0348 0.09282 369.32 0.9020 0.6600 01 Jan 01 0349 0.09315 369.33 0.9260 0.6774 01 Jan 01 0350 0.09350 369.34 0.9500 0.6953 01 Jan 01 0351 0.09390 369.35 1.0380 0.7157 01 Jan 01 0352 0.09438 369.36 1.1260 0.7408 01 Jan 01 0353 0.09496 369.37 1.2140 0.7702 01 Jan 01 0354 0.09560 369.39 1.3020 0.8036 01 Jan 01 0355 0.09633 369.41 1.3900 0.8408 01 Jan 01 0356 0.09713 369.43 1.5040 0.8823 01 Jan 01 0357 0.09804 369.45 1.6180 0.9288 01 Jan 01 0358 0.09903 369.48 1.7320 0.9799 01 Jan 01 0359 0.10010 369.50 1.8460 1.0354 01 Jan 01 0400 0.10126 369.53 1.9600 1.0948 01 Jan 01 0401 0.10297 369.57 2.8020 1.1829 01 Jan 01 0402 0.10568 369.64 3.6440 1.3227 01 Jan 01 0403 0.10933 369.73 4.4860 1.5105 01 Jan 01 0404 0.11385 369.85 5.3280 1.7432 Page: 5 Date Time Reservoir Reservoir Inflow Outflow Storage Elevation (Cf s) (Cf s) (ac-ft) (ft) 01 Jan 01 0405 0.11918 369.98 6.1700 2.0176 01 Jan 01 0406 0.12416 370.10 5.1600 2.0818 01 Jan 01 0407 0.12769 370.19 4.1500 2.1004 01 Jan 01 0408 0.12981 370.25 3.1400 2.1115 01 Jan 01 0409 0.13053 370.26 2.1300 2.1153 01 Jan 01 0410 0.12985 370.25 1.1200 2.1117 01 Jan 01 0411 0.12844 370.21 1.0460 2.1043 01 Jan 01 0412 0.12694 370.17 0.9720 2.0964 01 Jan 01 0413 0.12535 370.13 0.8980 2.0881 01 Jan 01 0414 0.12366 370.09 0.8240 2.0792 01 Jan 01 0415 0.12189 370.05 0.7500 2.0699 01 Jan 01 0416 0.12005 370.00 0.7160 2.0603 01 Jan 01 0417 0.11824 369.96 0.6820 1.9694 01 Jan 01 0418 0.11651 369.91 0.6480 1.8800 01 Jan 01 0419 0.11484 369.87 0.6140 1.7945 01 Jan 01 0420 0.11325 369.83 0.5800 1.7124 01 Jan 01 0421 0.11173 369.79 0.5620 1.6342 01 Jan 01 0422 0.11029 369.76 0.5440 1.5602 01 Jan 01 0423 0.10893 369.72 0.5260 1.4899 01 Jan 01 0424 0.10764 369.69 0.5080 1.4233 01 Jan 01 0425 0.10641 369.66 0.4900 1.3600 01 Jan 01 0426 0.10524 369.63 0.4780 1.2999 01 Jan 01 0427 0.10414 369.60 0.4660 1.2432 01 Jan 01 0428 0.10310 369.58 0.4540 1.1896 01 Jan 01 0429 0.10211 369.55 0.4420 1.1388 01 Jan 01 0430 0.10118 369.53 0.4300 1.0906 01 Jan 01 0431 0.10029 369.51 0.4200 1.0450 01 Jan 01 0432 0.09945 369.49 0.4100 1.0019 01 Jan 01 0433 0.09866 369.47 0.4000 0.9610 01 Jan 01 0434 0.09791 369.45 0.3900 0.9222 01 Jan 01 0435 0.09719 369.43 0.3800 0.8854 01 Jan 01 0436 0.09651 369.41 0.3720 0.8505 01 Jan 01 0437 0.09587 369.40 0.3640 0.8174 01 Jan 01 0438 0.09526 369.38 0.3560 0.7861 01 Jan 01 0439 0.09469 369.37 0.3480 0.7564 01 Jan 01 0440 0.09414 369.35 0.3400 0.7281 01 Jan 01 0441 0.09362 369.34 0.3360 0.7014 01 Jan 01 0442 0.09313 369.33 0.3320 0.6762 01 Jan 01 0443 0.09267 369.32 0.3280 0.6525 01 Jan 01 0444 0.09224 369.31 0.3240 0.6301 01 Jan 01 0445 0.09183 369.30 0.3200 0.6090 01 Jan 01 0446 0.09144 369.29 0.3140 0.5890 01 Jan 01 0447 0.09107 369.28 0.3080 0.5700 01 Jan 01 0448 0.09071 369.27 0.3020 0.5518 01 Jan 01 0449 0.09038 369.26 0.2960 0.5345 01 Jan 01 0450 0.09006 369.25 0.2900 0.5180 01 Jan 01 0451 0.08975 369.24 0.2880 0.5023 01 Jan 01 0452 0.08947 369.24 0.2860 0.4875 01 Jan 01 0453 0.08920 369.23 0.2840 0.4737 01 Jan 01 0454 0.08894 369.22 0.2820 0.4606 01 Jan 01 0455 0.08870 369.22 0.2800 0.4483 Page: 6 Date Time Reservoir Reservoir Inflow Outflow Storage Elevation (Cf s) (cf a) (ac-ft) (ft) 01 Jan 01 0456 0.08848 369.21 0.2760 0.4366 01 Jan 01 0457 0.08826 369.21 0.2720 0.4255 01. Jan 01 0458 0.08805 369.20 0.2680 0.4148 Dl Jan 01 0459 0.08786 369.20 0.2640 0.4046 01 Jan 01 0500 0.08767 369.19 0.2600 0.3949 01 Jan 01 0501 0.08749 369.19 0.2580 0.3856 01 Jan 01 0502 0.08732 369.18 0.2560 0.3767 01 Jan 01 0503 0.08715 369.18 0.2540 0.3684 01 Jan 01 0504 0.08700 369.18 0.2520 0.3605 01 Jan 01 0505 0.08685 369.17 0.2500 0.3530 01 Jan 01 0506 0.08671 369.17 0.2460 0.3458 01 Jan 01 0507 0.08658 369.16 0.2420 0.3388 Dl Jan 01 0508 0.08645 369.16 0.2380 0.3321 01 Jan 01 0509 0.08632 369.16 0.2340 0.3255 Dl Jan 01 0510 0.08620 369.15 0.2300 0.3191 01 Jan 01 0511 0.08608 369.15 0.2280 0.3129 01 Jan 01 0512 0.08596 369.15 0.2260 0.3070 Dl Jan 01 0513 0.08585 369.15 0.2240 0.3014 01 Jan 01 0514 0.08575 369.14 0.2220 0.2960 01 Jan 01 0515 0.08565 369.14 0.2200 0.2909 01 Jan 01 0516 0.08555 369.14 0.2180 0.2860 01 Jan 01 0517 0.08546 369.14 0.2160 0.2812 01 Jan 01 0518 0.08537 369.13 0.2140 0.2767 01 Jan 01 0519 0.08529 369.13 0.21.20 0.2723 01 Jan 01 0520 0.08521. 369.13 0.2100 0.2681 01 Jan 01 0521 0.08513 369.13 0.2080 0.2641 01 Jan 01 0522 0.08505 369.13 0.2060 0.2602 01 Jan 01 0523 0.08498 369.12 0.2040 0.2564 01 Jan 01 0524 0.08491 369.12 0.2020 0.2527 Dl Jan 01 0525 0.08484 369.12 0.2000 0.2492 Dl Jan 01 0526 0.08477 369.12 0.2000 0.2458 01 Jan 01 0527 0.08471 369.12 0.2000 0.2427 01 Jan 01 0528 0.08466 369.12 0.2000 0.2398 01 Jan 01 0529 0.08460 369.12 0.2000 0.2370 01 Jan 01 0530 0.08455 369.11 0.2000 0.2345 01 Jan 01 0531 0.08451 369.11 0.1980 0.2321 01 Jan 01 0532 0.08446 369.11 0.1960 0.2297 01 Jan 01 0533 0.08441 369.11 0.1940 0.2273 Dl Jan 01 0534 0.08437 369.11 0.1920 0.2249 01 Jan 01 0535 0.08432 369.11 0.1900 0.2226 01 Jan 01 0536 0.08428 369.11 0.1880 0.2203 01 Jan 01 0537 0.08423 369.11 0.1860 0.2180 01 Jan 01 0538 0.08419 369.10 0.1840 0.2158 01 Jan 01 0539 0.08415 369.10 0.1820 0.2135 01 Jan 01 0540 0.08410 369.10 0.1800 0.2113 01 Jan 01 0541 0.08406 369.10 0.1800 0.2092 Dl Jan 01 0542 0.08402 369.10 0.1800 0.2072 01 Jan 01 0543 0.08399 369.10 0.1800 0.2053 01 Jan 01 0544 0.08395 369.10 0.1800 0.2036 01 Jan 01 0545 0.08392 369.10 0.1800 0.2019 01 Jan 01 0546 0.08389 369.10 0.1780 0.2004 Page: 7 Date Time Reservoir Reservoir Inflow Outflow Storage Elevation (cfs) (cfs) (ac-ft) (ft) 01 Jan 01 0547 0.08386 369.10 0.1760 0.1988 01. Jan 01 0548 0.08383 369.10 0.1740 0.1971 01 Jan 01 0549 0.08380 369.09 0.1720 0.1955 01 Jan 01 0550 0.08376 369.09 0.1700 0.1938 01 Jan 01 0551 0.08373 369.09 0.1700 0.1922 01. Jan 01 0552 0.08370 369.09 0.1700 0.1907 01 Jan 01 0553 0.08367 369.09 0.1700 0.1892 01 Jan 01 0554 0.08365 369.09 0.1700 0.1879 01 Jan 01 0555 0.08363 369.09 0.1700 0.1867 01 Jan 01 0556 0.08360 369.09 0.1680 0.1855 03. 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CEO PPI WO 990 500 SEI !10 011 89 890 DPI 610 950 ZOO 851 P10 901 1! lEO 591 150 150 500 151 910 001 0! 1C0 121 scO ero 500 991 610 96 81 090 £91 P90 950 500 . £51 590 08 91 CEO 691 990 LEO 500 051 590 59 II 650 911 990 ICO COO 811 990 09 91 950 £91 190 SEa COO 911 580 51 91 850 101 P90 CEO COO 511 960 01 P1 150 00! 190 9E0 COO 601 101 59 CI 150 01! 010 LEO COO 901 901 09 51 950 15! P10 8C0 COO £01 511 59 11 950 SE! 910 110 COO 660 611 09 01 950 055 £90 PP.0 P00 900 951 9P 6 950 695 060 LPO P00 560 9C1 OP 9 950 WE £60 150 P00 990 091 BE I ro 089 IOI 990 500 £80 991 09 9 PrO LEE 811 590 900 910 151 9! 9 ro 901, SEl IL0 900 510 915 05 P £50 91P 891 P90 100 990 89! 91 9 £50 969 661 P01 600 990 ICC 01 5 £50 0P9 085 111 SIC PPO 159 9 1 000 OtIS 516 1Z9 PPO 000 000 0 0 -wns (do) (913) (HINU(NO (NO (dH1Ni) (NIWI * 31YNIa0 1OA 0 (oNi) I -ioiw 1OA I a fPP)) arnr.' IM-M) &lC,O *PQJd.W4) Swe 615 -Y tq S -'°'d 180 =0 UIUi 9 =31 Sj3 516 =°O SC 00OHO9H0I314 H1ON S)IVO V.LSOO V-I HOA sucilleinaleo 4dea0oJpAH POLPIN ueuoiiei STAGE-STORAGE TABLE LA COSTA OAKS NORTH NEIGHBORHOOD 3.2 Elevation Area Total Volume (ft) (acres) (acre-ft.) 365.0 0.0400 ENG FILL 366.0 0.0400 ENG FILL 367.0 0.0400 0.00 368.0 0.0400 0.04 369.0 0.0400 0.08 370.0 0.0400 0.12 371.0 0.0400 0.16 372.0 0.0400 0.20 373.0 0.0400 0.24 373.5 0.0400 0.26 3/3/2009 1 of 1 H:\EXCEU260001'.Stage-Storage-StormTank.xIs Orifice Equation... Qotince = CA(2911)"2 where C = Orifice Coefficient 0.60 (per Brater & King "Handbook of Hydraulics") A = Cross Sectional Area of the Orifice g = Gravitational Constant 32.2 feet/5 h = Effective Head on the Orifice Measured from the Centrold of the Opening 6" orifice 365 centrnid el( 365.25 top of orific 365.50 WEIR EQUATION Q = CLl-I where C = Weir Coefficient = 3.0 when H = 0.5 feet = 3.3 when H > 1.0 feet L = Length of the Weir (feet) H = Water Height over Weir (feet) Headwater Hole 1(1) Elevation Riser-Orif (feet) (cfs) 365.0 0.00 366.0 0.82 367.0 1.25 368.0 1.57 369.0 1.83 370.0 2.06 371.0 2.27 372.0 2.46 373.0 2.63 373.5 2.72 LA COSTA OAKS NORTH NEIGHBORHOOD 3.2 ORIFICE CALCULATIONS DISCHARGE RATING CURVE Riser Perforations Calculations Based on Orifice Equation BOTTOM ELEVATION OF HOLE NO. 1 = HOLE NO. 1 DIAMETER = NUMBER OF ORIFICES= 365.00 feet 6.0 inches 0.5 feet 1.0 0.196349 area (sq ft) H:1EXCEU26050V0R1F)CE4s HMS * Summary of Results for Reservoir-1 Project : LA_ COSTA _26 Run Name : Run 13 Start of Run : 01Jan01 0000 Basin Model DET_BASIN_80 End of Run : 01Jan01 0600 Met. Model : Met 1 Execution Time : 03Mar09 1303 Control Specs : Control 1 Date Time Reservoir Reservoir Inflow Outflow Storage Elevation (cfs) (cfs) (ac-ft) (ft) 31 Dec 00 2400 0.08000 369.00 0.0000 0.0000 01 Jan 01 0001 0.08003 369.00 0.0460 0.0016 01 Jan 01 0002 0.08012 369.00 0.0920 0.0062 01 Jan 01 0003 0.08027 369.01 0.1380 0.0136 01 Jan 01 0004 0.08046 369.01 0.1840 0.0237 01 Jan 01 0005 0.08070 369.02 0.2300 0.0363 01 Jan 01 0006 0.08096 369.02 0.2300 0.0496 01 Jan 01 0007 0.08120 369.03 0.2300 0.0619 01 Jan 01 0008 0.08143 369.04 0.2300 0.0734 01 Jan 01 0009 0.08163 369.04 0.2300 0.0842 01 Jan 01 0010 0.08183 369.05 0.2300 0.0942 01 Jan 01 0011 0.08201 369.05 0.2300 0.1035 01 Jan 01 0012 0.08218 369.05 0.2300 0.1121 01 Jan 01 0013 0.08233 369.06 0.2300 0.1202 01 Jan 01 0014 0.08248 369.06 0.2300 0.1277 01 Jan 01 0015 0.08262 369.07 0.2300 0.1347 01 Jan 01 0016 0.08274 369.07 0.2320 0.1413 01 Jan 01 0017 0.08287 369.07 0.2340 0.1476 01 Jan 01 0018 0.08298 369.07 0.2360 0.1536 01 Jan 01 0019 0.08309 369.08 0.2380 0.1593 01 Jan 01 0020 0.08320 369.08 0.2400 0.1648 01 Jan 01 0021 0.08330 369.08 0.2400 0.1699 01 Jan 01 0022 0.08339 369.08 0.2400 0.1747 01 Jan 01 0023 0.08348 369.09 0.2400 0.1792 01 Jan 01 0024 0.08356 369.09 0.2400 0.1834 01. Jan 01 0025 0.08364 369.09 0.2400 0.1872 03. Jan 01 0026 0.08371 369.09 0.2400 0.1909 01 Jan 01 0027 0.08377 369.09 0.2400 0.1942 01 Jan 01 0028 0.08383 369.10 0.2400 0.1974 01 Jan 01 0029 0.08389 369.10 0.2400 0.2003 01 Jan 01 0030 0.08394 369.10 0.2400 0.2030 01 Jan 01 0031 0.08399 369.10 0.2420 0.2056 01 Jan 01 0032 0.08404 369.10 0.2440 0.2082 01 Jan 01 0033 0.08409 369.10 0.2460 0.2107 01 Jan 01 0034 0.08414 369.10 0.2480 0.2132 01 Jan 01 0035 0.08419 369.10 0.2500 0.2156 01 Jan 01 0036 0.08423 369.11 0.2500 0.2180 01 Jan 01 0037 0.08428 369.11 0.2500 0.2202 01 Jan 01 0038 0.08431 369.11 0.2500 0.2222 01 Jan 01 0039 0.08435 369.11 0.2500 0.2241 01 Jan 01 0040 0.08439 369.11 0.2500 0.2259 Date Time Reservoir Reservoir Inflow Outflow Storage Elevation (cfs) (cfs) (ac-ft) (ft) 01 Jan 01 0041 0.08442 369.11 0.2520 0.2276 01 Jan 01 0042 0.08445 369.11 0.2540 0.2294 01. Jan 01 0043 0.08449 369.11 0.2560 0.2311 01 Jan 01 0044 0.08452 369.11 0.2580 0.2329 01. Jan 01 0045 0.08456 369.11 0.2600 0.2347 01 Jan 01 0046 0.08459 369.11 0.2600 0.2364 01 Jan 01 0047 0.08462 369.12 0.2600 0.2380 01 Jan 01 0048 0.08465 369.12 0.2600 0.2395 01 Jan 01 0049 0.08468 369.12 0.2600 0.2409 03. Jan 01 0050 0.08470 369.12 0.2600 0.2422 01 Jan 01 0051 0.08473 369.12 0.2600 0.2435 01 Jan 01 0052 0.08475 369.12 0.2600 0.2446 01 Jan 01 0053 0.08477 369.12 0.2600 0.2456 01. Jan 01 0054 0.08479 369.12 0.2600 0.2466 03. Jan 01 0055 0.08481 369.12 0.2600 0.2475 01 Jan 01 0056 0.08482 369.12 0.2620 0.2485 01 Jan 01 0057 0.08484 369.12 0.2640 0.2495 01. Jan 01 0058 0.08486 369.12 0.2660 0.2505 01 Jan 01 0059 0.08489 369.12 0.2680 0.2517 01. Jan 01 0100 0.08491 369.12 0.2700 0.2528 01 Jan 01 0101 0.08493 369.12 0.2700 0.2540 01 Jan 01 0102 0.08495 369.12 0.2700 0.2551 01. Jan 01 0103 0.08497 369.12 0.2700 0.2561 01 Jan 01 0104 0.08499 369.12 0.2700 0.2571 01 Jan 01 0105 0.08501 369.13 0.2700 0.2580 01 Jan 03. 0106 0.08503 369.13 0.2720 0.2589 01 Jan 01 0107 0.08505 369.13 0.2740 0.2598 01 Jan 01 0108 0.08507 369.13 0.2760 0.2609 01 Jan 01 0109 0.08509 369.13 0.2780 0.2620 01 Jan 01 0110 0.08511 369.13 0.2800 0.2631 01 Jan 01 0111 0.08513 369.13 0.2800 0.2643 03. Jan 01 0112 0.08515 369.13 0.2800 0.2654 01 Jan 01 0113 0.08517 369.13 0.2800 0.2664 01 Jan 01 0114 0.08519 369.13 0.2800 0.2673 01 Jan 01 03.15 0.08521 369.13 0.2800 0.2682 01 Jan 01 0116 0.08522 369.13 0.2820 0.2691 03. Jan 01 0117 0.08524 369.13 0.2840 0.2700 01 Jan 01 0118 0.08526 369.13 0.2860 0.2710 01 Jan 01 03.19 0.08528 369.13 0.2880 0.2721 01 Jan 01 0120 0.08531 369.13 0.2900 0.2733 01 Jan 01 0121 0.08533 369.13 0.2920 0.2745 01 Jan 01 0122 0.08535 369.13 0.2940 0.2758 01 Jan 01 0123 0.08538 369.13 0.2960 0.2771 01 Jan 01 0124 0.08541 369.14 0.2980 0.2784 01 Jan 01 0125 0.08543 369.14 0.3000 0.2799 01 Jan 01 0126 0.08546 369.14 0.3000 0.2812 01 Jan 01 0127 0.08549 369.14 0.3000 0.2825 01 Jan 01 0128 0.08551 369.14 0.3000 0.2837 01 Jan 01 0129 0.08553 369.14 0.3000 0.2848 01 Jan 01 0130 0.08555 369.14 0.3000 0.2859 01 Jan 01 0131 0.08557 369.14 0.3020 0.2869 Page: 2 Date Time Reservoir Reservoir Inflow Outflow Storage Elevation (Cf s) (cf a) (ac-ft) (ft) 01 Jan 01 0132 0.08559 369.14 0.3040 0.2880 01 Jan 01 0133 0.08562 369.14 0.3060 0.2892 01 Jan 01 0134 0.08564 369.14 0.3080 0.2904 01 Jan 01 0135 0.08566 369.14 0.3100 0.2917 01 Jan 01 0136 0.08569 369.14 0.3100 0.2929 01 Jan 01 0137 0.08571 369.14 0.3100 0.2941 01 Jan 01 0138 0.08573 369.14 0.3100 0.2952 01 Jan 01 0139 0.08575 369.14 0.3100 0.2962 01 Jan 01 0140 0.08577 369.14 0.3100 0.2971 01 Jan 01 0141 0.08579 369.14 0.3120 0.2981 01 Jan 01 0142 0.08581 369.15 0.3140 0.2991 01 Jan 01 0143 0.08583 369.15 0.3160 0.3002 01 Jan 01 0144 0.08585 369.15 0.3180 0.3014 01 Jan 01 0145 0.08588 369.15 0.3200 0.3026 01 Jan 01 0146 0.08590 369.15 0.3220 0.3038 01 Jan 01 0147 0.08593 369.15 0.3240 0.3051 01 Jan 01 0148 0.08595 369.15 0.3260 0.3065 01 Jan 01 0149 0.08598 369.15 0.3280 0.3079 03. Jan 01 0150 0.08601 369.15 0.3300 0.3094 01 Jan 01 0151 0.08604 369.15 0.3320 0.3108 01 Jan 01 0152 0.08607 369.15 0.3340 0.3124 01 Jan 01 0153 0.0863.0 369.15 0.3360 0.3139 01 Jan 01 0154 0.08613 369.15 • 0.3380 0.3155 01 Jan 01 0155 0.08616 369.15 0.3400 0.3171 01 Jan 01 0156 0.08619 369.15 0.3400 0.3187 01 Jan 01 0157 0.08622 369.16 0.3400 0.3201 01 Jan 01 0158 0.08624 369.16 0.3400 0.3215 01. Jan 01 0159 0.08627 369.16 0.3400 0.3228 01 Jan 01 0200 0.08629 369.16 0.3400 0.3239 01 Jan 01 0201 0.08631 369.16 0.3440 0.3252 01 Jan 01 0202 0.08634 369.16 0.3480 0.3266 03. Jan 01 0203 0.08637 369.16 0.3520 0.3282 01 Jan 01 0204 0.08641 369.16 0.3560 0.3300 01. Jan 01 0205 0.08644 369.16 0.3600 0.3319 01 Jan 01 0206 0.08648 369.16 0.3600 0.3338 01 Jan 01 0207 0.08652 369.16 0.3600 0.3356 03. Jan 01 0208 0.08655 . 369.16 0.3600 0.3373 01 Jan 01 0209 0.08658 369.16 0.3600, 0.3388 01 Jan 01 0210 0.08661 369.17 0.3600 0.3403 03. Jan 01 0211 0.08664 369.17 0.3640 0.3418 03. Jan 01 0212 0.08667 369.17 0.3680 0.3434 01 Jan 01 0213 0.08670 369.17 0.3720 0.3453 01 Jan 01 0214 0.08674 369.17 0.3760 0.3472 01 Jan 01 0215 0.08678 369.17 - 0.3800 0.3493 01 Jan 01 0216 0.08683 369.17 0.3820 0.3515 01 Jan 01 0217 0.08687 369.17 0.3840 0.3537 01 Jan 01 0218 0.08691 369.17 0.3860 0.3558 01 Jan 01 0219 0.08695 369.17 0.3880 0.3579 01 Jan 01 0220 0.08699 369.17 0.3900 0.3601 01 Jan 01 0221 0.08703 369.18 0.3920 0.3622 01 Jan 01 0222 0.08707 369.18 0.3940 0.3643 Page: 3 Date Time Reservoir Reservoir Inflow Outflow Storage Elevation (cfs) (cf a) (ac-ft) (ft) 01 Jan 01 0223 0.08711 369.18 0.3960 0.3664 01 Jan 01 0224 0.08716 369.18 0.3980 0.3685 01 Jan 01 0225 0.08720 369.19 0.4000 0.3706 01 Jan 01 0226 0.08724 369.18 0.4020 0.3727 01 Jan 01 0227 0.08728 369.18 0.4040 0.3748 03. Jan 01 0228 0.08732 369.18 0.4060 0.3768 01 Jan 01 0229 0.08736 369.18 0.4080 0.3789 01 Jan 01 0230 0.08740 369.18 0.4100 0.3810 01 Jan 01 0231 0.08744 369.19 0.4140 0.3831 01 Jan 01 0232 0.08748 369.19 0.4180 0.3853 01 Jan 01 0233 0.08753 369.19 0.4220 0.3877 01 Jan 01 0234 0.08758 369.19 0.4260 0.3902 01 Jan 01 0235 0.08763 369.19 0.4300 0.3928 01 Jan 01 0236 0.08768 369.19 0.4320 0.3954 01 Jan 01 0237 0.08773 369.19 0.4340 0.3980 01 Jan 01 0238 0.08778 369.19 0.4360 0.4005 01 Jan 01 0239 0.08783 369.20 0.4380 0.4030 01 Jan 01 0240 0.08787 369.20 0.4400 0.4055 01 Jan 01 0241 0.08792 369.20 0.4460 0.4081 01 Jan 01 0242 0.08798 369.20 0.4520 0.4109 03. Jan 01 0243 0.08804 369.20 0.4580 0.4139 01 Jan 01 0244 0.08810 369.20 0.4640 0.4171 03. Jan 01 0245 0.08817 369.20 0.4700 0.4205 01 Jan 01 0246 0.08823 369.21 0.4720 0.4240 01 Jan 01 0247 0.08830 369.21 0.4740 0.4273 03. Jan 01 0248 0.08836 369.21 0.4760 0.4306 01 Jan 01 0249 0.08842 369.21 0.4780 0.4338 01 Jan 01 0250 0.08848 369.21 0.4800 0.4369 01 Jan 01 0251 0.08854 369.21 0.4860 0.4400 01 Jan 01 0252 0.08861 369.22 0.4920 0.4434 01 Jan 01 0253 0.08868 369.22 0.4980 0.4469 01 Jan 01 0254 0.08875 369.22 0.5040 0.4506 01 Jan 01 0255 0.08883 369.22 0.5100 0.4545 01 Jan 01 0256 0.08890 369.22 0.5120 0.4584 01 Jan 01 0257 0.08897 369.22 0.5140 0.4621 01 Jan 01 0258 0.08904 369.23 0.5160 0.4657 01 Jan 01 0259 0.08911 369.23 0.5180 0.4692 01 Jan 01 0300 0.08918 369.23 0.5200 0.4727 01 Jan 01 0301 0.08925 369.23 0.5280 0.4762 01 Jan 03. 0302 0.08932 369.23 0.5360 0.4800 01 Jan 01 0303 0.08940 369.24 0.5440 0.4841 01 Jan 01 0304 0.08949 369.24 0.5520 0.4885 01 Jan 01 0305 0.08957 369.24 0.5600 0.4931 03. Jan 01 0306 0.08967 369.24 0.5640 0.4978 01 Jan 01 0307 0.08976 369.24 0.5680 0.5025 01 Jan 01 0308 0.08985 369.25 0.5720 0.5071 02. Jan 01 0309 0.08994 369.25 0.5760 0.5117 01 Jan 01 0310 0.09002 369.25 0.5800 0.5162 01 Jan 01 0311 0.09012 369.25 0.5920 0.5210 01 Jan 01 0312 0.09022 369.26 0.6040 0.5263 01 Jan 01 0313 0.09033 369.26 0.6160 0.5320 Page: 4 Date Time Reservoir Reservoir Inflow Outflow Storage Elevation (cfs) (cfs) (ac-ft) (ft) 01 Jan 01 0314 0.09045 369.26 0.6280 0.5382 01 Jan 01 0315 0.09058 369.26 0.6400 0.5448 01 Jan 01 0316 0.09071 369.27 0.6460 0.5515 01 Jan 01 0317 0.09084 369.27 0.6520 0.5582 01 Jan 01 0318 0.09097 369.27 0.6580 0.5648 01 Jan 01 0319 0.09110 369.28 0.6640 0.5714 01 Jan 01 0320 0.09122 369.28 0.6700 0.5779 01 Jan 01 0321 0.09135 369.28 0.6840 0.5847 01 Jan 01 0322 0.09150 369.29 0.6980 0.5920 01 Jan 01 0323 0.09165 369.29 0.7120 0.5997 01 Jan 01 0324 0.09180 369.30 0.7260 0.6079 01 Jan 01 0325 0.09197 369.30 0.7400 0.6165 01 Jan 01 0326 0.09214 369.30 0.7480 0.6252 01 Jan 01 0327 0.09231 369.31 0.7560 0.6339 01 Jan 01 0328 0.09248 369.31 0.7640 0.6425 01 Jan 01 0329 0.09264 369.32 0.7720 0.6511 01 Jan 01 0330 0.09281 369.32 0.7800 0.6597 01 Jan 01 0331 0.09299 369.32 0.8040 0.6688 01 Jan 01 0332 0.09318 369.33 0.8280 0.6788 01 Jan 01 0333 0.09340 369.33 0.8520 0.6899 01 Jan 01 0334 0.09363 369.34 0.8760 0.7018 01 Jan 01 0335 0.09388 369.35 0.9000 0.7146 01 Jan 01 0336 0.09413 369.35 0.9140 0.7278 01 Jan 01 0337 0.09439 369.36 0.9280 0.7410 01 Jan 01 0338 0.09465 369.37 0.9420 0.7543 01 Jan 01 0339 0.09491 369.37 0.9560 0.7676 01 Jan 01 0340 0.09517 369.38 0.9700 0.7810 01 Jan 01 0341 0.09545 369.39 1.0140 0.7955 01 Jan 01 0342 0.09577 369.39 1.0580 0.8119 01 Jan 01 0343 0.09612 369.40 1.1020 0.8303 01 Jan 01 0344 0.09651 369.41 1.1460 0.8504 01 Jan 01 0345 0.09694 369.42 1.1900 0.8722 01 Jan 01 0346 0.09738 369.43 1.2220 0.8950 01 Jan 01 0347 0.09784 369.45 1.2540 0.9185 01 Jan 01 0348 0.09830 369.46 1.2860 0.9426 01 Jan 01 0349 0.09878 369.47 1.3180 0.9672 01 Jan 01. 0350 0.09927 369.48 1.3500 0.9924 01 Jan 01 0353. 0.09983 369.50 1.4780 1.0213 01 Jan 01 0352 0.10052 369.51 1.6060 1.0569 01 Jan 01 0353 0.10134 369.53 1.7340 1.0989 01 Jan 01 0354 0.10227 369.56 1.8620 1.1468 01. Jan 01 0355 0.10330 369.58 1.9900 1.2002 01 Jan 01 0356 0.10446 369.61 2.1520 1.2599 01 Jan 01 0357 0.10576 369.64 2.3140 1.3265 01 Jan 01 0358 0.10718 369.68 2.4760 1.3997 01 Jan 01 0359 0.10872 369.72 2.6380 1.4790 01 Jan 01 0400 0.11037 369.76 2.8000 1.5639 01 Jan 01 0401 0.11285 369.82 4.0640 1.6919 01 Jan 01 0402 0.11685 369.92 5.3280 1.8977 01 Jan 01 0403 0.12232 370.06 6.5920 2.0722 01 Jan 01 0404 0.12939 370.23 7.8560 2.1093 Page: 5 Date Time Reservoir Reservoir Inflow Outflow Storage Elevation (cfs) (cfs) (ac-ft) (ft) 01 Jan 01 0405 0.13815 370.45 9.1200 2.1553 01 Jan 01 0406 0.14667 370.67 7.6140 2.2000 01 Jan 01 0407 0.15307 370.83 6.1080 2.2336 01 Jan 01 0408 0.15736 370.93 4.6020 2.2561 01 Jan 01 0409 0.15954 370.99 3.0960 2.2676 01 Jan 01 0410 0.15964 370.99 1.5900 2.2681 01 Jan 01 0411 0.15864 370.97 1.4860 2.2629 01 Jan 01 0412 0.15751 370.94 1.3820 2.2569 01 Jan 01 0413 0.15623 370.91 1.2780 2.2502 01 Jan 01 0414 0.15483 370.87 1.1740 2.2428 01 Jan 01 0415 0.15329 370.83 1.0700 2.2348 01 Jan 01 0416 0.15166 370.79 1.0220 2.2262 01 Jan 01 0417 0.14997 370.75 0.9740 2.2174 01 Jan 01 0418 0.14823 370.71 0.9260 2.2082 01 Jan 01 0419 0.14644 370.66 0.8780 2.1988 01 Jan 01 0420 0.14459 370.61 0.8300 2.1891 01 Jan 01 0421 0.14271 370.57 0.8040 2.1792 01 Jan 01 0422 0.14081 370.52 0.7780 2.1692 01 Jan 01 0423 0.13888 370.47 0.7520 2.1591 01 Jan 01 0424 0.13693 370.42 0.7260 2.1489 01 Jan 01 0425 0.13496 370.37 0.7000 2.1385 01 Jan 01 0426 0.13297 370.32 0.6820 2.1281 01 Jan 01 0427 0.13098 370.27 0.6640 2.1176 01 Jan 01 0428 0.12897 370.22 0.6460 2.1071 01 Jan 01 0429 0.12695 370.17 0.6280 2.0965 01 Jan 01 0430 0.12492 370.12 0.6100 2.0858 01 Jan 01 0431 0.12289 370.07 0.5960 2.0752 01 Jan 01 0432 0.12085 370.02 0.5820 2.0644 01 Jan 01 0433 0.11884 369.97 0.5680 2.0003 01 Jan 01 0434 0.11693 369.92 0.5540 1.9017 01 Jan 01 0435 0.11512 369.88 0.5400 1.8089 01 Jan 01 0436 0.11343 369.84 0.5300 1.7216 01 Jan 01 0437 0.11184 369.80 0.5200 1.6396 01 Jan 01 0438 0.11034 369.76 0.5100 1.5626 01 Jan 01 0439 0.10893 369.72 0.5000 1.4901 01 Jan 01 0440 0.10761 369.69 0.4900 1.4220 01 Jan 01 0441 0.10637 369.66 0.4820 1.3578 01 Jan 01 0442 0.10520 369.63 0.4740 1.2976 01 Jan 01 0443 0.10409 369.60 0.4660 1.2409 01 Jan 01 0444 0.10306 369.58 0.4580 1.1875 01 Jan 01 0445 0.10208 369.55 0.4500 1.1373 01 Jan 01 0446 0.10116 369.53 0.4440 1.0900 01 Jan 01 0447 0.10030 369.51 0.4380 1.0455 01 Jan 01 0448 0.09949 369.49 0.4320 1.0037 01 Jan 01 0449 0.09872 369.47 0.4260 0.9643 01 Jan 01 0450 0.09800 369.45 0.4200 0.9272 01 Jan 01 0451 0.09733 369.43 0.4140 0.8923 01 Jan 01 0452 0.09669 369.42 0.4080 0.8593 01 Jan 01 0453 0.09608 369.40 0.4020 0.8282 03. Jan 01 0454 0.09551 369.39 0.3960 0.7988 01 Jan 01 0455 0.09497 369.37 0.3900 0.7710 Page: 6 Date Time Reservoir Reservoir Inflow Outflow Storage Elevation (Cf a) (cf s) (ac-ft) (ft) 01 Jan 01 0456 0.09446 369.36 0.3860 0.7447 01 Jan 01 0457 0.09398 369.35 0.3820 0.7200 01 Jan 01 0458 0.09353 369.34 0.3780 0.6967 01 Jan 01 0459 0.09310 369.33 0.3740 0.6748 01 Jan 01 0500 0.09270 369.32 0.3700 0.6540 01 Jan 01 0501 0.09232 369.31 0.3660 0.6344 01 Jan 01 0502 0.09196 369.30 0.3620 0.6159 01 Jan 01 0503 0.09162 369.29 0.3580 0.5984 01 Jan 01 0504 0.09130 369.28 0.3540 0.5818 01 Jan 01 0505 0.09099 369.27 0.3500 0.5660 01 Jan 01 0506 0.09070 369.27 0.3460 0.5511 01 Jan 01 0507 0.09043 369.26 0.3420 0.5369 01 Jan 01 0508 0.09016 369.25 0.3380 0.5234 01 Jan 01 0509 0.08991 369.25 0.3340 0.5106 01 Jan 01 0510 0.08968 369.24 0.3300 0.4983 01 Jan 01 0511 0.08945 369.24 0.3280 0.4867 01 Jan 01 0512 0.08924 369.23 0.3260 0.4758 01 Jan 01 0513 0.08904 369.23 0.3240 0.4655 01 Jan 01 0514 0.08885 369.22 0.3220 0.4557 01 Jan 01 0515 0.08867 369.22 0.3200 0.4465 01 Jan 01 0516 0.08850 369.21 0.3160 0.4377 01 Jan 01 0517 0.08833 369.21 0.3120 0.4292 01 Jan 01 0518 0.08818 369.20 0.3080 0.4210 01 Jan 01 0519 0.08802 369.20 0.3040 0.4132 02. Jan 01 0520 0.08787 369.20 0.3000 0.4055 01 Jan 01 0521 0.08773 369.19 0.2980 0.3982 01 Jan 01 0522 0.08760 369.19 0.2960 0.3913 01 Jan 01 0523 0.08747 369.19 0.2940 0.3847 01 Jan 01 0524 0.08735 369.18 0.2920 0.3784 01 Jan 01 0525 0.08723 369.18 0.2900 0.3724 01 Jan 01 0526 0.0872.2 369.18 0.2880 0.3667 01 Jan 01 0527 0.08701 369.18 0.2860 0.3613 01 Jan 01 0528 0.08691 369.17 0.2840 0.3560 Jan 02. 0529 0.08682 369.17 0.2820 0.3510 01 Jan 01 0530 0.08672 369.17 0.2800 0.3462 01 Jan 01 0531 0.08663 369.17 0.2780 0.3416 01 Jan 01 0532 0.08655 369.16 0.2760 0.3372 01 Jan 01 0533 0.08646 369.16 0.2740 0.3329 01 Jan 01 0534 0.08639 369.16 0.2720 0.3288 Jan 03. 0535 0.08631 369.16 0.2700 0.3249 01 Jan 01 0536 0.08623 369.16 0.2680 0.3210 01 Jan 01 0537 0.08616 369.15 0.2660 0.3173 01 Jan 01 0538 0.08609 369.15 0.2640 0.3138 01 Jan 01 0539 0.08602 369.15 0.2620 0.3103 01 Jan 01 0540 0.08596 369.15 0.2600 0.3069 01 Jan 01 0541 0.08590 369.15 0.2580 0.3036 01 Jan 01 0542 0.08583 369.15 0.2560 0.3004 01 Jan 01 0543 0.08577 369.14 0.2540 0.2973 01 Jan 01 0544 0.08571 369.14 0.2520 0.2943 01 Jan 01 0545 0.08566 369.14 0.2500 0.2913 01 Jan 01 0546 0.08560 369.14 0.2500 0.2885 Page: 7 Date Time Reservoir Reservoir Inflow Outflow Storage Elevation (cf a) (Cf a) (ac-ft) (ft) 01 Jan 01 0547 0.08555 369.14 0.2500 0.2858 01 Jan 01 0548 0.08550 369.14 0.2500 0.2834 01 Jan 01 0549 0.08546 369.14 0.2500 0.2811 01 Jan 01 0550 0.08542 369.14 0.2500 0.2790 01 Jan 01 0551 0.08538 369.13 0.2480 0.2769 01 Jan 01 0552 0.08534 369.13 0.2460 0.2749 01. Jan 01 0553 0.08530 369.13 0.2440 0.2728 01. Jan 01 0554 0.08526 369.13 0.2420 0.2708 01 Jan 01 0555 0.08522 369.13 0.2400 0.2687 03. Jan 01 0556 0.08518 369.13 0.2380 0.2667 03. Jan 01 0557 0.08514 369.13 0.2360 0.2647 01 Jan 01 0558 0.08510 369.13 0.2340 0.2626 01 Jan 01 0559 0.08506 369.13 0.2320 0.2606 01 Jan 01 0600 0.08502 369.13 0.2300 0.2586 Page: 8 Drainage Study La Costa Oaks North 3.2 Childcare Facility CHAPTER 4 DETENTION BASIN ANALYSIS 100-YEAR EVENT D€p H:RORT&2eCOOZAO1.doc w.o.2e00.l 1219/2038 121 PM 100 YEAR Rational Method Hydrograph Calculations FOR LA COSTA OAKS NORTH NEIGHBORHOOD 3.2 010 13.64 ci's Tc- 5 mlii C 0.87 72 Pime 2.9 In A 2.19 acres (7.44P0D-J44 (roe (W-VU) (dY/Al) i'o= (lb.oT6 o I VOL AVOL I (INCR) a VOL ORDINATE 6 (MIN) (ININR) (IN) (IN) (1NIHR) (CFS) (CF) SUM 0 0 0.00 0.00 0.64 7.64 13.64 4092 0.00 1 5 7.64 0.64 0.18 2.13 4.06 1218 0.33 2 10 4.89 0.81 0.13 1.51 2.88 885 0.33 3 15 3.76 0.94 0.10 1.21 2.31 694 0.34 4 20 3.12 1.04 0.09 1.03 1.96 589 0.34 5 25 2.71 1.13 0.05 0.90 1.72 517 0.35 6 30 2.41 1.20 0.07 0.81 1.55 484 0.35 7 35 2.18 1.27 0.06 0.74 1.41 423 0.36 6 40 2.00 1.33 0.06 0.68 1.30 390 0.38 9 45 1.85 1.39 0.05 0.64 1.21 383 0.37 10 50 1.73 1.44 0.05 0.60 1.13 340 0.37 11 55 1.63 1.49 0.05 0.58 1.07 321 0.38 12 80 1.54 1.54 0.04 0.53 1.01 . 304 0.39 13 85 1.48 1.58 0.04 0.51 0.98 289 0.40 4 70 1.39 1.82 0.04 0.48 0.92 276 0.40 15 75 1.33 1.67 0.04 0.48 0.88 285 0.41 16 80 1.28 1.70 0.04 0.44 0.85 254 0.42 17 85 1.23 1.74 0.04 0.43 0.82 245 0.43 18 90 1.18 1.78 0.03 0.41 0.79 236 0.43 19 95 1.14 1.81 0.03 0.40 0.76 228 0.45 20 100 1.11 1.84 0.03 0.39 0.74 221 0.45 21 105 1.07 1.88 0.03 0.37 0.71 214 0.47 22 110 1.04 1.91 0.03 0.38 0.69 208 0.47 23 115 1.01 1.94 0.03 0.35 0.67 202 0.49 24 120 0.98 1.97 0.03 0.34 0.66 197 0.50 25 125 0.05 2.00 0.03 0.34 0.64 192 0.52 28 130 0.93 2.02 0.03 0.33 0.62 187 0.53 27 135 0.91 2.05 0.03 0.32 0.61 103 0.55 28 140 0.89 2.08 0.03 0.31 0.00 179 0.58 29 145 0.87 2.10 0.03 0.31 0.58 175 0.58 30 150 0.85 2.13 0.02 0.30 0.67 171 0.00 31 155 0.83 2.15 0.02 0.29 0.55 168 0.62 32 160 0.82 2.18 0.02 0.29 0.55 164 0.84 33 165 0.80 2.20 0.02 0.28 0.54 181 0.67 34 170 0.79 2.23 0.02 0.28 0.63 158 0.60 35 175 0.77 2.25 0.02 0.27 0.52 155 0.74 38 180 0.76 2.27 0.02 0.27 0.51 152 0.78 37 155 0.74 2.20 0.02 0.28 0.50 160 0.82 38 190 0.73 2.32 0.02 0.26 0.49 147 . 0.85 39 195 0.72 2.34 0.02 0.25 0.48 145 0.92 40 200 0.71 2.36 0.02 0.25 0.47 142 0.96 41 205 0.70 2.38 0.02 0.25 0.47 140 1.07 42 210 0.69 2.40 0.02 0.24 0.46 138 1.13 43 215 0.08 2.42 0.02 0.24 0.45 138 1.30 44 220 0.87 2.44 0.02 0.23 0.45 134 1.41 45 225 0.68 2.46 0.02 0.23 0.44 132 1.72 46 230 0.65 2.48 0.02 0.23 0.43 130 1.96 47 235 0.64 2.50 0.02 0.22 0.43 129 2.86 48 240 0.63 2.52 0.02 0.22 0.42 127 4.06 49 245 0.82 2.53 0.02 0.22 0.42 125 13.84 _- 50 250 0.81 2.55 0.02 0.22 0.41 124 2.31 51 255 0.60 2.57 0.02 0.21 0.41 122 1.55 52 200 0.60 2.59 0.02 0.21 0.40 120 1.21 53 265 0.59 2.61 0.02 0.21 0.40 119 1.01 54 270 0.58 2.82 0.02 021 0.39 118 0.88 55 275 0.68 2.64 0.02 0.20 0.39 116 0.79 58 280 0.67 2.08 0.02 0.20 0.38 115 011 57 285 0.58 2.67 0.02 0.20 0.38 114 0.66 58 290 0.58 2.09 0.02 0.20 0.37 112 . 0.61 59 295 0.55 2.71 0.02 0.19 0.37 111 0.57 60 300 0.54 2.72 0.02 0.19 0.37 110 0.54 61 305 0.54 2.74 0.02 0.19 0.36 109 0.51 82 310 0.53 2.78 0.02 0.19 0.38 108 0.48 63 315 0.53 2.77 0.02 0.19 0.36 107 0.48 84 320 0.52 2.79 0.02 0.18 0.35 106 0.44 65 325 0.52 2.00 0.02 0.18 0.35 104 0.42 08 330 0.81 2.82 0.02 0.18 0.34 103 0.41 67 335 0.51 2.83 0.01 0.18 0.34 102 0.39 08 340 0.50 2.85 0.01 0.18 0.34 101 0.38 60 345 0.50 2.86 0.01 0.18 0.34 101 0.37 70 350 0.49 2.88 0.01 0.17 0.33 100 0.38 71 355 0.49 2.89 0.01 0.17 0.33 99 0.34 72 380 0.48 2.91 0.00 0.00 0.00 0 0.34 SUM 10658 cubic feet 0.45 acro4eet ciiecsc V = C'AP, V= 0.46 ae4eet OK 7l3so8 cB0In0IVJIWI1 WoMYRAOiftaraphift STAGE-STORAGE TABLE LA COSTA OAKS NORTH NEIGHBORHOOD 3.2 Elevation Area Total Volume (ft) (acres) (acre-ft.) 365.0 0.0400 ENG FILL 366.0 0.0400 ENG FILL 367.0 0.0400 0.00 368.0 0.0400 0.04 369.0 0.0400 0.08 370.0 0.0400 0.12 371.0 0.0400 0.16 372.0 0.0400 0.20 373.0 0.0400 0.24 373.5 0.0400 0.26 3/3/2009 1 of 1 H:EXCEL2600\01 Stage-Storage-StormTank.xIs Headwater Hole 1(1) Elevation Riser-OrIf (feet) (cfs) 365.0 0.00 366.0 0.82 367.0 1.25 368.0 1.57 369.0 1.83 370.0 2.06 371.0 2.27 372.0 2.46 373.0 2.63 373.5 2.72 h = Effective Head on the Orifice Measured from the Centroid of the Opening 6" orifice 365 LA COSTA OAKS NORTH NEIGHBORHOOD 3.2 ORIFICE CALCULATIONS DISCHARGE RATING CURVE Riser Perforations Calculations Based on Orifice Equation BOTTOM ELEVATION OF HOLE NO. 1 = HOLE NO. 1 DIAMETER = NUMBER OF ORIFICES= 365.00 feet 6.0 inches 0.5 feet 1.0 0.196349 area (sq ft) WEIR EQUATION Q = CLH where C = Weir Coefficient = 3.0 when H = 0.5 feet = 3.3 when H >= 1.0 feet L = Length of the Weir (feet) H = Water Height over Weir (feet) Orifice Equation... = CA(2gh)"2 where C = Orifice Coefficient 0.60 (per Brater & King "Handbook of Hydraulics") A = Cross Sectional Area of the Orifice g = Gravitational Constant 32.2 feeUS centroid ek 365.25 top of orific 365.50 H:EXCEU26CO'e1ORIflcE4i EMS * Summary of Results for Reservoir-1 Project LA-COSTA-26 Start of Run : 01Jan01 0000 End of Run : 01Jan01 0600 Execution Time : 03Mar09 1304 Run Name : Run 13 Basin Model : DETBASIN_80 Met. Model : Met 1 Control Specs : Control 1 Date Time Reservoir Reservoir Inflow Outflow Storage Elevation (cf a) (cfs) (ac-ft) (ft) 31 Dec 00 2400 0.08000 369.00 0.0000 0.0000 03. Jan 01 0001 0.08004 369.00 0.0660 0.0023 01 Jan 01 0002 0.08017 369.00 0.1320 0.0089 01 Jan 01 0003 0.08038 369.01 0.1980 0.0196 01 Jan 01 0004 0.08066 369.02 0.2640 0.0341 01 Jan 01 0005 0.08101 369.03 0.3300 0.0521 01 Jan 01 0006 0.08138 369.03 0.3300 0.0711 01 Jan 01 0007 0.08173 369.04 0.3300 0.0889 01 Jan 01 0008 0.08205 369.05 0.3300 0.1054 01 Jan 01 0009 0.08234 369.06 0.3300 0.1208 01 Jan 01 0010 0.08262 369.07 0.3300 0.1351 01 Jan 01 0011 0.08288 369.07 0.3320 0.1485 01 Jan 01 0012 0.08313 369.08 0.3340 0.1612 01 Jan 01 0013 0.08336 369.08 0.3360 0.1731 01 Jan 01 0014 0.08358 369.09 0.3380 0.1843 01 Jan 01 0015 0.08378 369.09 0.3400 0.1949 01 Jan 01 0016 0.08398 369.10 0.3400 0.2048 01 Jan 01 0017 0.08416 369.10 0.3400 0.2141 01 Jan 01 0018 0.08432 369.11 0.3400 0.2227 01 Jan 01 0019 0.08448 369.11 0.3400 0.2308 01 Jan 01 0020 0.08463 369.12 0.3400 0.2382 01 Jan 01 0021 0.08476 369.12 0.3420 0.2453 01 Jan 01 0022 0.08489 369.12 0.3440 0.2520 01 Jan 01 0023 0.08502 369.13 0.3460 0.2583 01 Jan 01 0024 0.08513 369.13 0.3480 0.2644 01 Jan 01 0025 0.08525 369.13 0.3500 0.2702 01 Jan 01 0026 0.08535 369.13 0.3500 0.2757 01 Jan 01 0027 0.08545 369.14 0.3500 0.2808 01 Jan 01 0028 0.08554 369.14 0.3500 0.2855 01 Jan 01 0029 0.08563 369.14 0.3500 0.2899 03. Jan 01 0030 0.08571 369.14 0.3500 0.2940 01 Jan 01 0031 0.08579 369.14 0.3520 0.2979 01 Jan 01 0032 0.08586 369.15 0.3540 0.3017 01 Jan 01 0033 0.08593 369.15 0.3560 0.3054 01 Jan 01 0034 0.08600 369.15 0.3580 0.3089 01 Jan 01 0035 0.08606 369.15 0.3600 0.3123 01 Jan 01 0036 0.08613 369.15 0.3600 0.3156 01 Jan 01 0037 0.08619 369.15 0.3600 0.3186 01 Jan 01 0038 0.08624 369.16 0.3600 0.3215 01 Jan 01 0039 0.08629 369.16 0.3600 0.3241 01 Jan 01 0040 0.08634 369.16 0.3600 0.3266 Date Time Reservoir Reservoir Inflow Outflow Storage Elevation (cfs) (cfs) (ac-ft) (ft) 03. Jan 01 0041 0.08639 369.16 0.3620 0.3289 01 Jan 01 0042 0.08643 369.16 0.3640 0.3313 01 Jan 01 0043 0.08648 369.16 0.3660 0.3336 01 Jan 01 0044 0.08652 369.16 0.3680 0.3359 01 Jan 01 0045 0.08657 369.16 0.3700 0.3381 01 Jan 01 0046 0.08661 369.17 0.3700 0.3403 01 Jan 01 0047 0.08665 369.17 0.3700 0.3424 01 Jan 01 0048 0.08668 369.17 0.3700 0.3442 01 Jan 01 0049 0.08672 369.17 0.3700 0.3460 01 Jan 01 0050 0.08675 369.17 0.3700 0.3477 01 Jan 01 0051 0.08678 369.17 0.3720 0.3493 01 Jan 01 0052 0.08681 369.17 0.3740 0.3509 01 Jan 01 0053 0.08685 369.17 0.3760 0.3525 01 Jan 01 0054 0.08688 369.17 0.3780 0.3542 01 Jan 01 0055 0.08691 369.17 0.3800 0.3559 01 Jan 01 0056 0.08694 369.17 0.3820 0.3576 01 Jan 01 0057 0.08698 369.17 0.3840 0.3594 01 Jan 01 0058 0.08701 369.18 0.3860 0.3611 01 Jan 01 0059 0.08705 369.18 0.3880 0.3629 01 Jan 01 0100 0.08708 369.18 0.3900 0.3647 01 Jan 01 0101 0.08712 369.18 0.3920 0.3665 01 Jan 01 0102 0.08715 369.18 0.3940 0.3683 01 Jan 01 0103 0.08719 369.18 0.3960 0.3701 01 Jan 01 0104 0.08722 369.18 0.3980 0.3720 01 Jan 01 0105 0.08726 369.18 0.4000 0.3738 01 Jan 01 0106 0.08729 369.18 0.4000 0.3756 01 Jan 01 0107 0.08733 369.18 0.4000 0.3773 01 Jan 01 0108 0.08736 369.18 0.4000 0.3788 01 Jan 01 0109 0.08738 369.18 0.4000 0.3803 01 Jan 01 0110 0.08741 369.19 0.4000 0.3816 01 Jan 01 0111 0.08744 369.19 0.4020 0.3830 01 Jan 01 0112 0.08746 369.19 0.4040 0.3843 01 Jan 01 0113 0.08749 369.19 0.4060 0.3858 01 Jan 01 0114 0.08752 369.19 0.4080 0.3872 01 Jan 01 0115 0.08755 369.19 0.4100 0.3887 01 Jan 01 0116 0.08758 369.19 0.4120 0.3902 01 Jan 01 0117 0.08761 369.19 0.4140 0.3918 01 Jan 01 0118 0.08764 369.19 0.4160 0.3934 01 Jan 01 0119 0.08767 369.19 0.4180 0.3950 01 Jan 01 0120 0.08770 369.19 0.4200 0.3966 01 Jan 01 0121 0.08773 369.19 0.4220 0.3983 01 Jan 01 0122 0.08777 369.19 0.4240 0.4000 01 Jan 01 0123 0.08780 369.20 0.4260 0.4017 03. Jan 01 0124 0.08783 369.20 0.4280 0.4034 01 Jan 01 0125 0.08787 369.20 0.4300 0.4052 01 Jan 01 0126 0.08790 369.20 0.4300 0.4069 01 Jan 01 0127 0.08793 369.20 0.4300 0.4085 01 Jan 01. 0128 0.08796 369.20 0.4300 0.4100 01 Jan 01 0129 0.08799 369.20 0.4300 0.4113 01 Jan 01 0130 0.08801 369.20 0.4300 0.4126 01 Jan 01 0131 0.08804 369.20 0.4340 0.4139 Page: 2 Date Time Reservoir Reservoir Inflow Outflow Storage Elevation (cfs) (Cf s) (ac-ft) (ft) 01 Jan 01 0132 0.08807 369.20 0.4380 0.4154 01 Jan 01 0133 0.08810 369.20 0.4420 0.4171 01 Jan 01 0134 0.08814 369.20 0.4460 0.4190 03. Jan 01 0135 0.08817 369.20 0.4500 0.4210 01 Jan 01 0136 0.08821 369.21 0.4500 0.4229 01 Jan 01 0137 0.08825 369.21 0.4500 0.4248 01 Jan 01 0138 0.08828 369.21 0.4500 0.4265 01 Jan 01 0139 0.08831 369.21 0.4500 0.4281. 01 Jan 01 0140 0.08834 369.21 0.4500 0.4296 01 Jan 01 0141 0.08837 369.21 0.4540 0.4312 01. Jan 01 0142 0.08841 369.21 0.4580 0.4329 01 Jan 01 0143 0.08844 369.21 0.4620 0.4347 01 Jan 01 0144 0.08848 369.21 0.4660 0.4367 01 Jan 03. 0145 0.08852 369.21 0.4700 0.4389 01 Jan 01 0146 0.08856 369.21 0.4700 0.4410 01 Jan 01 0147 0.08860 369.22 0.4700 0.4430 01 Jan 01 0148 0.08864 369.22 0.4700 0.4448 01 Jan 01 0149 0.08867 369.22 0.4700 0.4466 01 Jan 01 0150 0.08870 369.22 0.4700 0.4482 01 Jan 01 0151 0.08873 369.22 0.4740 0.4498 01 Jan 01 0152 0.08877 369.22 0.4780 0.4516 01 Jan 01 0153 0.08881 369.22 0.4820 0.4535 01 Jan 01 0154 0.08885 369.22 0.4860 0.4556 01 Jan 01 0155 0.08889 369.22 0.4900 0.4578 01. Jan 01 0156 0.08893 369.22 0.4920 0.4601 01 Jan 01 0157 0.08898 369.22 0.4940 0.4624 01 Jan 01 0158 0.08902 369.23 0.4960 0.4646 01 Jan 01 0159 0.08906 369.23 0.4980 0.4668 01 Jan 01 0200 0.08911 369.23 0.5000 0.4690 01. Jan 01 0201 0.08915 369.23 0.5040 0.4713 01 Jan 01 0202 0.08920 369.23 0.5080 0.4737 01 Jan 01 0203 0.08925 369.23 0.5120 0.4762 01 Jan 01 0204 0.08930 369.23 0.5160 0.4787 01 Jan 01 0205 0.08935 369.23 0.5200 0.4814 01 Jan 01 0206 0.08940 369.24 0.5220 0.4841 03. Jan 01 0207 0.08945 369.24 0.5240 0.4868 01 Jan 01 0208 0.08950 369.24 0.5260 0.4894 01 Jan 01 0209 0.08955 369.24 0.5280 0.4920 01 Jan 01 0210 0.08960 369.24 0.5300 0.4945 01. Jan 01 0211 0.08965 369.24 0.5340 0.4971 01 Jan 01 0212 0.08970 369.24 0.5380 0.4998 01 Jan 01 0213 0.08976 369.24 0.5420 0.5025 01 Jan 01 0214 0.08981 369.25 0.5460 0.5054 01 Jan 01 0215 0.08987 369.25 0.5500 0.5083 01 Jan 01 0216 0.08993 369.25 0.5520 0.5112 01 Jan 01 0217 0.08998 369.25 0.5540 0.5141 01 Jan 01 0218 0.09004 369.25 0.5560 0.5169 01 Jan 01 0219 0.09009 369.25 0.5580 0.5196 01. Jan 01 0220 0.09014 369.25 0.5600 0.5223 01 Jan 01 0221 0.09019 369.25 0.5640 0.5250 03. Jan 01 0222 0.09025 369.26 0.5680 0.5278 Page: 3 Date Time Reservoir Reservoir Inflow Outflow Storage Elevation (Cf s) (cfs) (ac-ft) (ft) 01 Jan 01 0223 0.09031 369.26 0.5720 0.5307 03. Jan 01 0224 0.09036 369.26 0.5760 0.5337 01 Jan 01 0225 0.09042 369.26 0.5800 0.5367 01 Jan 01 0226 0.09048 369.26 0.5840 0.5398 01 Jan 01 0227 0.09054 369.26 0.5880 0.5430 01 Jan 01 0228 0.09061 369.27 0.5920 0.5462 01 Jan 01 0229 0.09067 369.27 0.5960 0.5495 01 Jan 01 0230 0.09073 369.27 0.6000 0.5528 01 Jan 01 0231 0.09080 369.27 0.6040 0.5562 01 Jan 01 0232 0.09087 369.27 0.6080 0.5596 01 Jan 01 0233 0.09093 369.27 0.6120 0.5630 01 Jan 01 0234 0.09100 369.28 0.6160 0.5665 01 Jan 01 0235 0.09107 369.28 0.6200 0.5701 01 Jan 01 0236 0.09114 369.28 0.6240 0.5736 01 Jan 01 0237 0.09121 369.28 0.6280 0.5772 01 Jan 01 0238 0.09128 369.28 0.6320 0.5808 01 Jan 01 0239 0.09135 369.28 0.6360 0.5845 01 Jan 01 0240 0.09142 369.29 0.6400 0.5881 01 Jan 01 0241 0.09149 369.29 0.6460 0.5919 01. Jan 01 0242 0.09157 369.29 0.6520 0.5958 01 Jan 01 0243 0.09165 369.29 0.6580 0.5999 01 Jan 01 0244 0.09173 369.29 0.6640 0.6041 01 Jan 01 0245 0.09181 369.30 0.6700 0.6084 01 Jan 01 0246 0.09190 369.30 0.6740 0.6127 01 Jan 01 0247 0.09198 369.30 0.6780 0.6171 03. Jan 01 0248 0.09207 369.30 0.6820 0.6214 01 Jan 01 0249 0.09215 369.30 0.6860 0.6257 01 Jan 01 0250 0.09223 369.31 0.6900 0.6299 01 Jan 01 0251 0.09232 369.31 0.7000 0.6344 01 Jan 01 0252 0.09241 369.31 0.7100 0.6392 01 Jan 01 0253 0.09251 369.31 0.7200 0.6444 01 Jan 01 0254 0.09262 369.32 0.7300 0.6499 01 Jan 01 0255 0.09273 369.32 0.7400 0.6558 01 Jan 01 0256 0.09285 369.32 0.7440 0.6617 01 Jan 01 0257 0.09296 369.32 0.7480 0.6674 01 Jan 01 0258 0.09307 369.33 0.7520 0.6731 01 Jan 01 0259 0.09318 369.33 0.7560 0.6786 01 Jan 01 0300 0.09328 369.33 0.7600 0.6841 01 Jan 01 0301 0.09339 369.33 0.7720 0.6897 01 Jan 01 0302 0.09351 369.34 0.7840 0.6957 01 Jan 01 0303 0.09363 369.34 0.7960 0.7022 01 Jan 01 0304 0.09377 369.34 0.8080 0.7090 01. Jan 01. 0305 0.09391 369.35 0.8200 0.7162 01 Jan 01 0306 0.09405 369.35 0.8260 0.7235 01 Jan 01 0307 0.09419 369.35 0.8320 0.7308 01 Jan 01 0308 0.09433 369.36 0.8380 0.7379 01 Jan 01 0309 0.09447 369.36 0.8440 0.7450 01 Jan 01 0310 0.09460 369.37 0.8500 0.7520 01 Jan 01 0311 0.09474 369.37 0.8640 0.7592 01 Jan 01 0312 0.09489 369.37 0.8780 0.7668 01 Jan 01 0313 0.09505 369.38 0.8920 0.7749 Page: 4 Date Time Reservoir Reservoir Inflow Outflow Storage Elevation (cf a) (Cf a) (ac-ft) (ft) 01 Jan 01 0314 0.09521 369.38 0.9060 0.7834 01 Jan 01 0315 0.09538 369.38 0.9200 0.7923 01 Jan 01 0316 0.09556 369.39 0.9280 0.8013 01 Jan 01 0317 0.09573 369.39 0.9360 0.8103 01 Jan 01 0318 0.09591 369.40 0.9440 0.8192 01 Jan 01 0319 0.09608 369.40 0.9520 0.8280 01 Jan 01 0320 0.09625 369.41 0.9600 0.8368 01 Jan 01 0321 0.09643 369.41 0.9820 0.8459 01 Jan 01 0322 0.09662 369.42 1.0040 0.8560 01 Jan 01 0323 0.09683 369.42 1.0260 0.8669 01 Jan 01 0324 0.09706 369.43 1.0480 0.8786 01 Jan 01 0325 0.09730 369.43 1.0700 0.8909 01 Jan 01 0326 0.09755 369.44 1.0820 0.9036 01 Jan 01 0327 0.09779 369.44 1.0940 0.9162 01 Jan 01 0328 0.09804 369.45 1.1060 0.9288 01 Jan 01 0329 0.09828 369.46 1.1180 0.9414 01 Jan 01 0330 0.09852 369.46 1.1300 0.9539 01 Jan 01 0331 0.09878 369.47 1.1640 0.9671 01 Jan 01 0332 0.09906 369.48 1.1980 0.9818 01 Jan 01 0333 0.09937 369.48 1.2320 0.9977 01 Jan 01 0334 0.09971 369.49 1.2660 1.0150 01 Jan 01 0335 0.10006 369.50 1.3000 1.0333 01 Jan 01 0336 0.10043 369.51 1.3220 1.0523 01 Jan 01 0337 0.10081 369.52 1.3440 1.0716 01 Jan 01 0338 0.10118 369.53 1.3660 1.0910 01 Jan 01 0339 0.10156 369.54 1.3880 1.1106 01 Jan 01 0340 0.10195 369.55 1.4100 1.1303 01 Jan 01 0341 0.10236 369.56 1.4720 1.1516 01 Jan 01 0342 0.10283 369.57 1.5340 1.1757 01 Jan 01 0343 0.10335 369.58 1.5960 1.2024 01 Jan 01 0344 0.10391 369.60 1.6580 1.2315 01 Jan 01 0345 0.10452 S 369.61 1.7200 1.2628 01 Jan 01 0346 0.10516 369.63 1.7680 1.2958 01 Jan 01 0347 0.10582 369.65 1.8160 1.3298 01 Jan 01 0348 0.10650 369.66 1.8640 1.3647 01 Jan 01 0349 0.10720 369.68 1.9120 1.4006 01 Jan 01 0350 0.10791 369.70 1.9600 1.4372 01 Jan 01 0351 0.10873 369.72 2.1440 1.4794 01 Jan 01 0352 0.10973 369.74 2.3280 1.5312 01 Jan 01 0353 0.11091 369.77 2.5120 1.5921 01 Jan 01 0354 0.11226 369.81 2.6960 1.6614 01 Jan 01 0355 0.11376 369.84 2.8800 1.7386 01 Jan 01 0356 0.11543 369.89 3.1160 1.8249 01 Jan 01 0357 0.11731 369.93 3.3520 1.9214 01 Jan 01 0358 0.11937 369.98 3.5880 2.0275 01 Jan 01 0359 0.12165 370.04 3.8240 2.0687 01 Jan 01 0400 0.12422 370.11 4.0600 2.0822 01 Jan 01 0401 0.12825 370.21 5.9760 2.1033 01 Jan 01 0402 0.13488 370.37 7.8920 2.1381 01 Jan 01 0403 0.14409 370.60 9.8080 2.1865 01 Jan 01 0404 0.15587 370.90 11.7240 2.2483 Page: 5 Date Time Reservoir Reservoir Inflow Outflow Storage Elevation (cfs) (cfs) (ac-ft) (ft) 01 Jan 01 0405 0.17019 371.25 13.6400 2.3184 01 Jan 01 0406 0.18418 371.60 11.3740 2.3849 01 Jan 01 0407 0.19497 371.87 9.1080 2.4361 01 Jan 01 0408 0.20257 372.06 6.8420 2.4709 01 Jan 01 0409 0.20702 372.18 4.5760 2.4898 01 Jan 01 0410 0.20833 372.21 2.3100 2.4954 01 Jan 01 0411 0.20797 372.20 2.1580 2.4939 01 Jan 01 0412 0.20740 372.19 2.0060 2.4915 01 Jan 01 0413 0.20663 372.17 1.8540 2.4882 01 Jan 01 0414 0.20566 372.14 1.7020 2.4840 01 Jan 01 0415 0.20448 372.11 1.5500 2.4790 01 Jan 01 0416 0.20316 372.08 1.4820 2.4734 01 Jan 01 0417 0.20175 372.04 1.4140 2.4674 01 Jan 01 0418 0.20025 372.01 1.3460 2.4611 01 Jan 01 0419 0.19868 371.97 1.2780 2.4537 01 Jan 01 0420 0.19702 371.93 1.2100 2.4458 01 Jan 01 0421 0.19529 371.88 1.1700 2.4376 01 Jan 01 0422 0.19352 371.84 1.1300 2.4292 01 Jan 01 0423 0.19171 371.79 1.0900 2.4206 01 Jan 01 0424 0.18986 371.75 1.0500 2.4118 01 Jan 01 0425 0.18796 371.70 1.0100 2.4028 01 Jan 01 0426 0.18603 371.65 0.9840 2.3936 01 Jan 01 0427 0.18408 371.60 0.9580 2.3844 01 Jan 01 0428 0.18210 371.55 0.9320 2.3750 01 Jan 01 0429 0.18010 371.50 0.9060 2.3655 01 Jan 01 0430 0.17808 371.45 0.8800 2.3559 01 Jan 01 0431 0.17604 371.40 0.8620 2.3462 01 Jan 01 0432 0.17399 371.35 0.8440 2.3365 01 Jan 01 0433 0.17193 371.30 0.8260 2.3267 01 Jan 01 0434 0.16986 371.25 0.8080 2.3168 01 Jan 01 0435 0.16777 371.19 0.7900 2.3069 01 Jan 01 0436 0.16568 371.14 0.7740 2.2970 01 Jan 01 0437 0.16358 371.09 0.7580 2.2870 01 Jan 01 0438 0.16147 371.04 0.7420 2.2770 01 Jan 01 0439 0.15935 370.98 0.7260 2.2666 01 Jan 01 0440 0.15723 370.93 0.7100 2.2554 01 Jan 01 0441 0.15510 370.88 0.7000 2.2443 01 Jan 01 0442 0.15297 370.82 0.6900 2.2331 01 Jan 01 0443 0.15085 370.77 0.6800 2.2219 01 Jan 01 0444 0.14872 370.72 0.6700 2.2108 01 Jan 01 0445 0.14660 370.67 0.6600 2.1997 01 Jan 01 0446 0.14448 370.61 0.6500 2.1885 01 Jan 01 0447 0.14236 370.56 0.6400 2.1774 01 Jan 01 0448 0.14025 370.51 0.6300 2.1663 01 Jan 01 0449 0.13813 370.45 0.6200 2.1552 01 Jan 01 0450 0.13602 370.40 0.6100 2.1441 01 Jan 01 0451 0.13391 370.35 0.6020 2.1330 01 Jan 01 0452 0.13180 370.29 0.5940 2.1219 01 Jan 01 0453 0.12970 370.24 0.5860 2.1109 01 Jan 01 0454 0.12760 370.19 0.5780 2.0999 01 Jan 01 0455 0.12550 370.14 0.5700 2.0889 Page: 6 Date Time Reservoir Reservoir Inflow Outflow Storage Elevation (cfs) (cfs) (ac-ft) (ft) 01 Jan 01 0456 0.12342 370.09 0.5640 2.0779 03. Jan 01 0457 0.12133 370.03 0.5580 2.0670 01 Jan 01 0458 0.11928 369.98 0.5520 2.0230 01 Jan 01 0459 0.11732 369.93 0.5460 1.9220 01 Jan 01 0500 0.11549 369.89 0.5400 1.8275 01 Jan 01 0501 0.11377 369.84 0.5340 1.7391 01 Jan 01 0502 0.11216 369.80 0.5280 1.6564 01 Jan 01 0503 0.11066 369.77 0.5220 1.5789 01 Jan 01 0504 0.10925 369.73 0.5160 1.5063 01 Jan 01 0505 0.10793 369.70 0.5100 1.4382 01 Jan 01 0506 0.10669 369.67 0.5040 1.3744 01 Jan 01 0507 0.10553 369.64 0.4980 1.3146 01 Jan 01 0508 0.10444 369.61 0.4920 1.2584 01 Jan 01 0509 0.10341 369.59 0.4860 1.2057 01 Jan 01 0510 0.10245 369.56 0.4800 1.1562 01 Jan 01 0511 0.10155 369.54 0.4760 1.1097 01 Jan 01 0512 0.10070 369.52 0.4720 1.0662 01 Jan 01 0513 0.09991 369.50 0.4680 1.0254 01 Jan 01 0514 0.09917 369.48 0.4640 0.9870 01. Jan 01 0515 0.09847 369.46 0.4600 0.9511 01 Jan 01 0516 0.09781 369.45 0.4560 0.9173 01 Jan 01 0517 0.09720 369.43 0.4520 0.8855 01 Jan 01 0518 0.09662 369.42 0.4480 0.8557 01 Jan 01 0519 0.09607 369.40 0.4440 0.8276 01 Jan 01 0520 0.09556 369.39 0.4400 0.8012 01 Jan 01 0521 0.09507 369.38 0.4360 0.7763 01 Jan 01 0522 0.09462 369.37 0.4320 0.7529 01 Jan 01 0523 0.09419 369.35 0.4280 0.7308 01 Jan 01 0524 0.09378 369.34 0.4240 0.7099 03. Jan 01 0525 0.09340 369.34 0.4200 0.6902 01. Jan 01 0526 0.09304 369.33 0.4180 0.6716 01 Jan 01 0527 0.09270 369.32 0.4160 0.6541 01 Jan 01 0528 0.09238 369.31 0.4140 0.6378 01 Jan 01 0529 0.09208 369.30 0.4120 0.6224 01 Jan 01 0530 0.09180 369.30 0.4100 0.6079 01 Jan 01 0531 0.09154 369.29 0.4060 0.5942 01 Jan 01 0532 0.09128 369.28 0.4020 0.5812 01 Jan 01 0533 0.09104 369.28 0.3980 0.5688 01 Jan 01 0534 0.09081 369.27 0.3940 0.5569 01 Jan 01 0535 0.09059 369.26 0.3900 0.5456 01 Jan 01 0536 0.09039 369.26 0.3880 0.5349 01 Jan 01 0537 0.09019 369.25 0.3860 0.5248 01 Jan 01 0538 0.09000 369.25 0.3840 0.5152 01 Jan 01 0539 0.08983 369.25 0.3820 0.5061 01 Jan 01 0540 0.08966 369.24 0.3800 0.4976 01 Jan 01 0541 0.08950 369.24 0.3780 0.4894 01 Jan 01 0542 0.08935 369.23 0.3760 0.4817 01 Jan 01 0543 0.08921 369.23 0.3740 0.4744 01 Jan 01 0544 0.08908 369.23 0.3720 0.4675 01 Jan 01 0545 0.08895 369.22 0.3700 0.4609 01 Jan 01 0546 0.08883 369.22 0.3680 0.4546 Page: 7 Date Time Reservoir Reservoir Inflow Outflow Storage Elevation (cf s) (cf a) (ac-ft) (ft) 01 Jan 01 0547 0.08871 369.22 0.3660 0.4486 01 Jan 01 0548 0.08860 369.21 0.3640 0.4428 01. Jan 01 0549 0.08849 369.21 0.3620 0.4374 01 Jan 01 0550 0.08839 369.21 0.3600 0.4321 03. Jan 01 0551 0.08829 369.21 0.3560 0.4271 01 Jan 01 0552 0.08820 369.20 0.3520 0.4221 01 Jan 01 0553 0.08810 369.20 0.3480 0.4171 03. Jan 01 0554 0.08800 369.20 0.3440 0.4122 01 Jan 01 0555 0.08791 369.20 0.3400 0.4074 01 Jan 01 0556 0.08782 369.20 0.3400 0.4028 01 Jan 01 0557 0.08774 369.19 0.3400 0.3985 01 Jan 01 0558 0.08766 369.19 0.3400 0.3945 01 Jan 01 0559 0.08759 369.19 0.3400 0.3908 01 Jan 01 0600 0.08752 369.19 0.3400 0.3873 Page: 8 Drainage Study La Costa Oaks North 3.2 Childcare Facility CHAPTER 4 DETENTION BASIN ANALYSIS SPILLWAY ANALYSIS DEde HREPOTS26OOZO2dOC w.o. 2600.2 3152009 105 AM - .4.... ....... -...-,- / /._I L. VY L_1 I L-11 V L- I L...I A . - -.. .-..., DWG NO fR BLANKET / /To REMAIN 3/4" CRU -ED ROCK, T.1,.O' . . ,.-. . . - - I 41" T 1 N c5 N \ \ 37 Y PROJECT OUTFALL: 4/SLj' 2.5cFs. I - Tc 100 S 380.0 . 311 . . . — 710 0 - . 0 C. 78.3 1 . - ,'<OO T = 5.0 mm. —' LP 378. 8 yr ) vc 8"HDP C, c 7 10 IC . . I -o - <;-~i' I S. - . \ )7-7 HOA OPEN S/4'E P ACRES 12 - \ - . 377. \ / 81. 378. \'c \ 0 7 TC • 318 TC - S 9.9 C C \ + \ '! ' Ad 37/4 \ •O< ' CONNI kk -A NTcH 9.4 DITCH 3 12+00 2. 9 ACRES PROJECT BOUNDARY /kk kk / A \ \\ \ - \ . FS ILO \ I \ \\ \:\ OZ / % N 0• \ \ -. / 0 - : - — C? q eb IUN k 380.J FS TE co En 380.33 FS N 709 CID Al- lk IQ / 301 4 L1//iL I 0 0 N, Ii 0 0 \ N /0 o4 17 III rn \ I S\ 11111-i:ij l/z 0 - 385.0 0 379.7 TF -. . 379.4 TF 380.0 TF 0 -- 708 \ rC . 000000 -. -- 0 00000S 00 \ 00 PARCEL 1 1 0 (1 N RV STORAGE AR \ \ \ ROUGH GRADING PER DWG NO 422— 1A - 0 \\ \\ IMPROVEMENTS PER DWG NO 422-1 / \ HOA OPEN SPACE 0 0 1.1ACRES - LEGEND PROJECT BOUNDARY WATERSHED BOUNDARY LOCATION ID NODE PROPOSED STORM DRAIN EXISTING STORM DRAIN O20 40 60 SCALE 1'=20' R: \ 0569 \& Hyd \ 0569$ HO 7— DE V DAT d wg [ JMa r- — 05-2009:10:30 Drainage Study La Costa Oaks North 3.2 Childcare Facility 11 CHAPTER 5 Developed Condition Hydrology Map DE.d. H.REPORTS2e0OOZiAO2.dOC W.O. =0-2 31512000 1008 AM RECEIVED MAR 06 2009 ENGINEERI N G DEPARTMEN T 1/