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HomeMy WebLinkAboutCT 04-03; La Costa Ridge 2.3 and 2.4; Drainage Study; 2005-03-11PLANNING ENGINEERING SURVEYING IRVINE LOS ANGELES RIVERSIDE SAN DIEGO HUNSAKER ^ASSOCIATES SAN DIEGO, INC. DRAINAGE STUDY for LA COSTA RIDGE NEIGHBORHOODS 2.3 AND 2.4 City of Carlsbad, California Prepared for: Real Estate Collateral Management Company c/o Morrow Development 1903 Wright Place Suite 180 W.O. 2352-101 May 3, 2004 Revised: July 2, 2004 March 11, 2005 DAVE HAMMAR LEX WILLIMAN ALISAVIALPANDO DAN SMITH RAY MARTIN 10179 Huennekens St. San Diego, CA 92121 (858) 558-4500 PH (858) 558-1414 FX www.HunsakerSD.com lnlo@HunsakerSD.com Hunsaker & Associates San Diego, Inc. Raymond L Martin, R.C.E. Vice President -0 AH:kc h:\reports\2352M01ridge 2.3 & 2.4\3rd submittal\a03.doc W.O. 2352-101 3/11/2005 9:58 AM La Costa Ridge Neighborhoods 2.3 & 2.4 Drainage Study TABLE OF CONTENTS SECTION Chapter 1 - Executive Summary I 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 II 2.1 City of Carlsbad Drainage Design Criteria 2.2 Rational Method Hydrologic Analysis 2.3 Storm Drain System Analysis Chapter 3 - Rational Method Hydrologic Analysis (100-Year Developed Condition AES Model Output) Chapter 4 - Hydraulic Analysis IV (StormCAD Model Output) Chapter 5 - Inlet & Catch Basin Sizing V Chapter 6 - Drainage Ditch Design VI Chapter 7 - Riprap Sizing VII AH:kc h:\reports\2352M 01 ridg> 2.3 12.4\3rd submittal\a03.doc w.o. 2352-101 3/11/2005 10:00 AM La Costa Ridge Neighborhoods 2.3 & 2.4 Drainage Study Chapter 8 - Appendices VIII Appendix 8.1 100-Year, 6-Hour Isopluvial Plan Appendix 8.2 Rainfall-Duration Design Chart Appendix 8.3 Nomograph for Determination of Time of Concentration (Tc) for Natural Watersheds Appendix 8.4 Urban Areas Overland Time of Flow Curves Appendix 8.5 Runoff Coefficients (Rational Method) Chapter 9 - Hydrology Exhibits IX Exhibit A Developed Condition Hydrology Map AH:kc h:\reports\2352M01ridge 2.3 12 4\3rd submtttal\a03.doc w.o. 2352-101 3/11/2005 10:00 AM I La Costa Ridge Neighborhoods 2.3 & 2.4 Drainage Study EXECUTIVE SUMMARY 1.1 - Introduction La Costa Ridge Neighborhoods 2.3 and 2.4 is a proposed single-family residential development community located in the City of Carlsbad, California (see Vicinity Map below). The proposed project site is bound by Alga Road to the north, El Fuerte Street to the west, La Costa Ridge Neighborhood 2.2 to the north and La Costa Ridge Neighborhood 2.5 to the east. cm OF SAN MARCOS II 'ROJECT SITE VICINITY MAP N.T.S. This drainage study will address: • 100-Year Peak Flowrates for Developed Conditions • Hydraulic Calculations • Curb Inlet and Catch Basin Sizing • Drainage Ditch Design • Riprap Sizing AH:kc h:\reporta\2352\101f1dge 2.3 & 2.4\3nl submittal\a03.doc w.0.2352-101 3/11/2005 10:00 AM La Costa Ridge Neighborhoods 2.3 & 2.4 Drainage Study 1.2 - Existing Conditions Located in the Batiquitos watershed, the 44-acre site consists of primarily undisturbed terrain covered with natural vegetation with portions being mass-graded, as shown on Drawing No. 397-3A. The project site is drained by San Marcos Creek, which flows westerly just south of the site. The Batiquitos Lagoon drainage basin is located within the Carlsbad Watershed, one of 11 major drainage basins within the San Diego Hydrologic Region. The existing condition hydrologic analysis of the La Costa Ridge Neighborhoods 2.3 and 2.4 development was completed and discussed in the "Mass Grading Hydrology Study for Villages of La Costa Neighborhoods 2.1 through 2.5" prepared by Hunsaker & Associates San Diego, Inc. and dated January 20, 2004. 1.3 - Proposed Project The proposed project consists of single-family residential homes with its associated streets, sidewalks, curbs and gutters, underground utilities including internal storm drainage systems, and open space areas. Runoff from the developed site area will be collected by six proposed storm drain systems which will tie into three existing storm drain lines, already depicted in Drawing No. 397-3. The storm drain elements proposed in this report for Neighborhoods 2.3 and 2.4 will tie to the existing storm drain systems at six different locations: • At Corte Bosque between Stations 10+00 and 11 +00 (at Node 100) • At Corte Pacifica between Stations 10+00 and 11+00 (at Node 200) • At Corte Paloma between Stations 51+00 and 52+00 (just downstream of Node 300) • At the cul-de-sac in Sitio Cordero near Station 10+00 (at Node 406) • East of the cul-de-sac in Sitio Montecillo at the northeast corner of Lot 13 (at Node 417) • At Sitio Sendero between Stations 30+00 and 31+00 (downstream of Node 500) For node locations see the "Developed Condition Hydrology Map" located in Chapter 9 as Exhibit A. 1.4 - Summary of Results In the Rational Method Analysis, a runoff coefficient of 0.45 was used for undisturbed, natural terrain. For developed areas, a runoff coefficient of 0.55 was used, which corresponds to single-family residential land use and a runoff coefficient of 0.95 was used for paved streets, corresponding to areas that are 90% impervious. Also, weighed runoff coefficients were used where a combination of land uses was present. All runoff coefficients are based on the "San Diego County Hydrology Manuaf. Developed condition peak flowrates, listed on Table 1 on the next page, are based on the AES-99 computer program and the City of Carlsbad Drainage AH:kc H:\reports\2352\101ridge 2.3 & 2 4\3tti submlttal\a03.doc w.o. 2352-101 3/11/2005 10:00 AM m m La Costa Ridge Neighborhoods 2.3 & 2.4 Drainage Study Design Criteria (see Chapters 2 and 3). Mass-graded condition peak flowrates where obtained from the referenced Hunsaker report and are included in Table 1 for comparison purposes. Watershed delineations and node locations are visually depicted on the Hydrology Exhibit A, which is located in the back pocket of this report (see Chapter 9). TABLE 1 Summary of Hydrologic Results Outfall Node ID 100 200 300 400 500 Total Storm Drain Systems G F E C and D A and B n/a Drainage Area (acres) 4.0 5.1 5.9 13.1 15.3 43.4 100-Year Peak Flow (cfs) 8.9 10.1 10.0 23.3 24.7 77.0 100-Year Peak Flow per MG Study* (cfs) 18.0 11.6 10.9 28.2 31.9 100.6 * Peak flows from "Mass Grading Hydrology Study for Villages of La Costa Neighborhoods 2.1 through 2.5" at same outfall locations As depicted in Table 1 above, development of the project site does not increase runoff when compared to the existing mass-graded peak flowrates. Overall, the peak runoff decreased by 23%. Storm water quality goals and objectives have already been established for the proposed project site. Flow-based treatment control Best Management Practices (BMPs) have been sized to treat the first flush while bypassing higher flows to the discharge location. One BMP located at Station 13+64.78 along Corintia Street will treat the flows generated by the project site (refer to Hydrology Exhibit A for BMP location). Post-construction BMP methodology, calculations, and sample devices for the storm drain system has been presented in the Storm Water Management Plan (SWMP) entitled "Preliminary Storm Water Management Plan for La Costa Ridge Neighborhoods 2.3 & 2.4" prepared by Hunsaker & Associates San Diego, Inc. on December 7, 2004. Please refer to the above described report for specific information regarding storm water quality. AHrkc h:\reports\2352\101nage 2.3 & 2.4\3ri 3ubmittal\a03.doc w.o 2352-101 3/11/2005 10:00 AM La Costa Ridge Neighborhoods 2.3 & 2.4 Drainage Study Upon finalizing the design of the proposed storm drain systems, a hydraulic analysis of all storm drain pipes within each system was performed using the StormCAD software. Using a starting downstream water surface elevation at the discharge location, the program calculated the hydraulic grade line for the RCP storm drain system (see Chapter 4 for StormCAD model output). The downstream water surface elevations at the discharge locations were obtained from the hydraulic analysis performed in the "Mass Grading Hydrology Study for Villages of La Costa Neighborhoods 2.1 through 2.5" and correspond to the points were the proposed systems tie into the existing storm drain system. In addition, all curb inlets and catch basins have been sized to ensure that they are capable of handling 100-year developed condition peak flows (see Chapter 5). All drainage ditches were designed to convey 100-year developed condition peak flows at a minimum slope of 1% while containing at least six inches of freeboard. The flow conveyed in all of the proposed drainage ditches was determined to be considerably less than the maximum capacity they can handle (see Chapter 6). Finally, at the offsite ditch outfall (east of Lots 42 and 43) into a natural watercourse, an energy dissipator will be designed in accordance with San Diego County Regional Standards in order to prevent channel erosion (see Chapter 7). 1.5-Conclusion Drainage design, including watershed delineation and storm drain sizing, should result in minimal impact to downstream property owners. Construction of the proposed storm drain improvements as shown herein should safely collect and convey peak discharge through the development. AH:kc h:\reports\2352\101ridge 2.3 12.4\3rd Submittsl\a03.doc wo. 2352-101 3/11/2005 10:00 AM La Costa Ridge Neighborhoods 2.3 & 2.4 Drainage Study 1.6 - References "San Diego County Hydrology Manual". Department of Public Works - Flood Control Division. County of San Diego, California. Revised April 1993. "City of San Diego Regional Standard Drawings". Section D - Drainage Systems. Updated March 2000. "City of Carlsbad Engineering Standards"; Volume 1 - General Design Standards; Chapter 5 - Drainage and Storm Drain Standards; City of Carlsbad, California; June 2004. "Mass Graded Hydrology Study for Villages of La Costa Neighborhoods 2.1 through 2.5"; Hunsaker & Associates San Diego, Inc; January 20, 2004. "Preliminary Storm Water Management Plan for La Costa Ridge Neighborhoods 2.3 & 2.4"; Hunsaker & Associates San Diego, Inc; December 7, 2004. Drawing No. 397-3A "Grading and Erosion Control Plans for Villages of La Costa - The Ridge"; Hunsaker & Associates San Diego, Inc; March 29, 2004. Drawing No. 397-3 "Private Street & Utility Improvement Plans for Villages of La Costa - Developer Improvements Neighborhood 2.1 - 2.5"; Hunsaker & Associates San Diego, Inc; April 6, 2004. AH:kc h:\reports\2352M01ridge 2.3 & 2.4\3nf sutjmttal\a03 doc w.o. 2352-101 3/11/200510:00 AM IT La Costa Ridge Neighborhoods 2.3 & 2.4 Drainage Study CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.1 - City of Carlsbad Drainage Design Criteria AH:kc h:\repor13\2352\101ridge 2.3 S, 2.4\3rd 5Ubmittal\a03.doc w.o. 2352-101 3/11/2005 10:00 AM 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), 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. All 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: 1) When flooding or street overflow during 100-year six-hour storm cannot be maintained between the top of curbs. 2) When 100-year six-hour storm flow from future upstream development (as proposed in the existing General Plan) will cause damage to structures and improvements. 3) When existing adequate drainage facilities are available for use (adjacent to proposed development). 4) 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 may be required: 1) When the water level in streets at the design storm is within 1" of top of curb. 2) When velocity of water in streets exceeds 11 FPS. 3) 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 adaptability 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 access, shall be provided from development to point of approved disposal. Page 1 of 5 G Storm Drains constructed at a 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: 1) Oversized specially designed access holes/air shafts 2) Line encasements 3) Oversizing lines 4) Increased easement requirements for maintenance access 5) Water-tight joints 6) Additional thickness of storm drain The project designer should meet with the planchecker prior to initiation of design to review design 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. I. 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 A 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. C. Use the charts in the San Diego County Hydrology Manual for finding the "Tc" and "I". For small areas, a five minute "Tc" may be utilized with prior approval of the City Engineer. D. Use the existing or ultimate development, whichever gives the highest "C" factor. E. 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 HYDRAULICS A. Street - provide: 1) Depth of gutter flow calculation. 2) Inlet calculations. 3) Show gutter flow Q, inlet Q, and bypass Q on a plan of the street. B. Storm Drain Pipes and Open Channels - provide: 1) Hydraulic loss calculations for: entrance, friction, junction, access holes, bends, angles, reduction and enlargement. 2) Analyze existing conditions upstream and downstream from proposed system, to be determined by the City Engineer on a case-by-case basis. 3) Calculate critical depth and normal depth for open channel flow conditions. 4) Design for non-silting velocity of 2 FPS in a two-year frequency storm unless otherwise approved by the City Engineer. 5) All pipes and outlets shall show HGL, velocity and Q value(s) for design storm. 6) Confluence angles shall be maintained between 45° and 90° from the main upstream flow. Flows shall not oppose main line flows. 4. 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. 41 B. Curb inlets on a continuous grade should be designed based on the following „ equation: * Q = 0.7 L (a + y)3'2 ** 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 (maximum 30 feet) • Q = flow in CFS, use 100-year design storm minimum "* C. Grated inlets should be avoided. When necessary, 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. •• D. 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 E. 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. F. 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. B. Minimum storm drain, within public right-of-way, size shall be 18" diameter. C. 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 "V" less "Z" is greater than 18", a storm drain clean-out Type B shall be used. D. 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. E. Horizontal curve design shall conform to manufacturer recommended specifications. Vertical curves require prior approval from the City Engineer. F. 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 future 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 I. 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. J. 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. K. 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. M. 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. N. Storm drain pipe under pressure flow for the design storm, i.e., HGL above the soffit of the ppe, 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. O. An all weather access road from a paved public right-of-way 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 4" 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 La Costa Ridge Neighborhoods 2.3 & 2.4 Drainage Study CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.2 - Rational Method Hydrologic Analysis AH:kc h:\report3\2352\101ndge 2.3 S, 2.4Uri subnMtal\a03.doc wo. 2352-101 3/11/200510:00 AM La Costa Ridge Neighborhoods 2.3 & 2.4 Drainage Study 2.2 - Rational Method Hvdrologic Analysis Computer Software Package - AES-99 Design Storm - 100-Year Return Interval Land Use - in Developed Areas Soil Type - Hydrologic soil group D was assumed for all areas. Group D soils have very slow infiltration rates when thoroughly wetted. Consisting chiefly of clay soils with a high swelling potential, soils with a hight permanent water table, soils with clay pan or clay layer at or near the surface, and shallow soils over nearly impervious materials, Group D soils have a very slow rate of water transmission. Runoff Coefficient - In accordance with the County of San Diego standards, single-family residential areas were designated a runoff coefficient of HHf while natural areas were designated a runoff coefficient of 0.45. Method of Analysis - The Rational Method is the most widely used hydrologic model for estimating peak runoff rates. Applied to small urban and semi-urban areas with drainage areas less than 0.5 square miles, the Rational Method relates storm rainfall intensity, a runoff coefficient, and drainage area to peak runoff rate. This relationship is expressed by the equation: Q = CIA, where: Q = The peak 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. I = The time-averaged rainfall intensity in inches per hour corresponding to the time of concentration. A = The drainage basin area in acres. To perform a node-link study, the total watershed area is divided into subareas which discharge at designated nodes. The procedure for the subarea summation model is as follows: (1) Subdivide the watershed into an initial subarea (generally 1 lot) and subsequent subareas, which are generally less than 10 acres in size. Assign upstream and downstream node numbers to each subarea. (2) Estimate an initial Tc by using the appropriate nomograph or overland flow velocity estimation. (3) Using the initial Tc, determine the corresponding values of I. Then Q = C I A. AH:kc h:\repoits\2352\101ittge 2.3 12.4\3ri submittal\a03.doc w.o. 2352-101 3/11/200510:00 AM La Costa Ridge Neighborhoods 2.3 & 2.4 Drainage Study (4) Using Q, estimate the travel time between this node and the next by Manning's equation as applied to the particular channel or conduit linking the two nodes. Then, repeat the calculation for Q based on the revised intensity (which is a function of the revised time of concentration.) The nodes are joined together by links, which may be street gutter flows, drainage swales, drainage ditches, pipe flow, or various channel flows. The AES-99 computer subarea menu is as follows: SUBAREA HYDROLOGIC PROCESS 1. Confluence analysis at node. 2. Initial subarea analysis (including time of concentration calculation). 3. Pipeflow travel time (computer estimated). 4. Pipeflow travel time (user specified). 5. Trapezoidal channel travel time. 6. Street flow analysis through subarea. 7. User - specified information at node. 8. Addition of subarea runoff to main line. 9. V-gutter flow through area. 10. Copy main stream data to memory bank 11. Confluence main stream data with a memory bank 12. Clear a memory bank At the confluence point of two or more basins, the following procedure is used to combine peak flow rates to account for differences in the basin's times of concentration. This adjustment is based on the assumption that each basin's hydrographs are triangular in shape. 1. If the collection streams have the same times of concentration, then the Q values are directly summed, Qp = Qa + Qb; Tp = Ta = Tb AH:kc h:\reports\2352\101ndgo 2.3 & 2.4\3rd submrttal\a03.doc w.o. 2352-101 3/11/200510:00 AM La Costa Ridge Neighborhoods 2.3 & 2.4 Drainage Study 2. If the collection streams have different times of concentration, the smaller of the tributary Q values may be adjusted as follows: a. The most frequent case is where the collection stream with the longer time of concentration has the larger Q. The smaller Q value is adjusted by the ratio of rainfall intensities, Qp = Qa + Qb (I A); Tp = Ta b. In some cases, the collection stream wfth 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 OVTa); Tp = Tb AH:kc h:\iBports\2352\101ridga 2.3 i, 2.4\3lti Submcttal\a03.doc w.o 2352-101 3/11/2005 10:00 AM La Costa Ridge Neighborhoods 2.3 & 2.4 Drainage Study CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.3 - Storm Drain System Analysis AH:kc h:\reports\2352\101rtdge 2.3 4 2.4\3rt submittal\a03.doc w,0.2352-101 3/11/2005 10:00 AM La Costa Ridge Neighborhoods 2.3 & 2.4 Drainage Study 2.3 - Storm Drain Hydraulic Analysis Computer Software - StormCAD Design Storm - 100-Year Return Interval Storm drain systems in this analysis were sized to prevent street flooding and to predict outlet velocities to receiving channels. The StormCAD computer program, developed by Haested Methods, was used to predict hydraulic grade lines, pipe flow travel times, and velocities in the storm drain systems. Required input includes the peak flowrate at each inlet, upstream and downstream inverts, pipe lengths, and rim elevations. Flow calculations are valid for both pressure and varied flow situations, including hydraulic jumps, backwater, and drawdown curves. The gravity network solution is solved using a numerical model that utilizes both the direct step and standard step gradually varied flow methods. Junction losses are modeled using the standard method, which calculates structure headless based on the structure's exit velocity (velocity at the upstream end of the downstream pipe). The exit velocity head is multiplied by a user-entered coefficient to determine the loss according to the following formula: Hs = Hs = K = V0 = G = K * V0 2 / 2g Where structure headless (ft.) head loss coefficient exit pipe velocity (ft/s) gravitational acceleration (ft/s2) Typical headloss coefficients used for the standard method range from 0.5 to 1.0 depending on the number of pipes meeting at the junction and the confluence angle. For a trunkline only with no bend at the junction, a headloss coefficient of 0.5 is selected. For three or more entrance lines confluencing at a junction, a value of 1.0 is selected. AH:kc H:\rapons\23S2\101ridge 2.3 12.4\3rd submittaHa03 doc w.o. 2352-101 3/11/2005 10:00 AM Ill La Costa Ridge Neighborhoods 2.3 & 2.4 Drainage Study CHAPTER 3 RATIONAL METHOD HYDROLOGIC ANALYSIS 100-Year Developed Condition AES Model Output AH:kc h:\reports\2352\101rtdgo 2.3 12.4\3ri subnrttal\a03.doc w.o. 2352-101 3/11/2005 10:00 AM RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1239 Analysis prepared by: Hunsaker & Associates - San Diego, Inc. 10179 Huennekens Street San Diego, Ca. 92121 (858) 558-4500 ************************** DESCRIPTION OP STUDY * LA COSTA RIDGE NEIGHBORHOODS 2.3 AND 2.4 * * 100-YEAR DEVELOPED CONDITION HYDROLOGY ANALYSIS * * W.O.tt 2352-101 * FILE NAME: H:\AES99\2352\101\DEV100.DAT TIME/DATE OF STUDY: 11:23 3/11/2005 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.900 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 NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED BEGIN PA 2.3 (EAST) - CORTE BOSQUE (NODE SERIES 100) **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 11.13(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 298.00 UPSTREAM ELEVATION = 707.00 DOWNSTREAM ELEVATION = 642.00 ELEVATION DIFFERENCE = 65.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.561 SUBAREA RUNOFF(CFS) = 0.78 TOTAL AREA(ACRES) = 0.38 TOTAL RUNOFF(CFS) = 0.78 FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.13 RAINFALL INTENSITY(INCH/HR) = 4.56 TOTAL STREAM AREA(ACRES) = 0.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.78 FLOW PROCESS FROM NODE 103.00 TO NODE 102.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10.88(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 240.00 UPSTREAM ELEVATION = 707.00 DOWNSTREAM ELEVATION = 642.00 ELEVATION DIFFERENCE = 65.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.628 SUBAREA RUNOFF(CFS) = 0.81 TOTAL AREA(ACRES) = 0.39 TOTAL RUNOFF(CFS) = 0.81 FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.88 RAINFALL INTENSITY(INCH/HR) = 4.63 TOTAL STREAM AREA(ACRES) = 0.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.81 FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10.64(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 186.00 UPSTREAM ELEVATION = 707.00 DOWNSTREAM ELEVATION = 637.80 ELEVATION DIFFERENCE = 69.20 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.695 SUBAREA RUNOFF(CFS) = 0.82 TOTAL AREA(ACRES) = 0.39 TOTAL RUNOFF(CFS) = 0.82 **********************^ FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 8 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.695 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.32 TOTAL AREA(ACRES) = 0.54 TOTAL RUNOFF(CFS) = 1.14 TC(MIN) = 10.64 + CODE 8 FROM NODE 105 TO NODE 105 CORRESPONDS TO THE SUBAREA DRAINED | BY BROW DITCH 'D'. FLOW PROCESS FROM NODE 105.00 TO NODE 102.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 3.4 UPSTREAM NODE ELEVATION = 642.50 DOWNSTREAM NODE ELEVATION = 641.00 FLOWLENGTH(FEET) = 143.00 MANNING'S N = 0.015 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 1.14 TRAVEL TIME(MIN.) = 0.69 TC(MIN.) = 11.33 **************! FLOW PROCESS FROM NODE 105.00 TO NODE 102.00 IS CODE = ! »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.508 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 0.84 TOTAL RUNOFF(CFS) = 1.88 TC(MIN) = 11.33 FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES «<« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION (MIN.) = 11.33 RAINFALL INTENSITY (INCH/HR) = 4.51 TOTAL STREAM AREA (ACRES) = 0.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.88 3 ARE: ** CONFLUENCE DATA ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 0.78 0.81 1.88 Tc (MIN.) 11.13 10.88 11.33 INTENSITY (INCH/HOUR) 4.561 4.628 4.508 AREA (ACRE) 0.38 0.39 0.84 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 3.42 3.44 3.45 Tc (MIN.) 10.88 11.13 11.33 INTENSITY (INCH/HOUR) 4.628 4.561 4.508 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 3.45 Tc(MIN.) = TOTAL AREA (ACRES) = 1.61 11.33 FLOW PROCESS FROM NODE t***************** 102.00 TO NODE 102.00 IS CODE = »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.508 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA (ACRES) = 0.12 SUBAREA RUNOFF (CFS) = 0.30 TOTAL AREA (ACRES) = 1.73 TOTAL RUNOFF (CFS) = 3.74 TC(MIN) = 11.33 CODE 8 FROM NODE 102 TO NODE 102 CORRESPONDS TO THE SUBAREA BEING DRAINED BY BROW DITCH 'F'. ******************************************************* FLOW PROCESS FROM NODE 102.00 TO NODE 106.00 IS CODE >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »>»USING USER-SPECIFIED PIPESIZE<«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.7 UPSTREAM NODE ELEVATION = 615.78 DOWNSTREAM NODE ELEVATION = 613.26 FLOWLENGTH(FEET) = 62.18 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 3.74 TRAVEL TIME(MIN-) = 0.12 TC(MIN.) = 11.45 ************************* FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE<«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.5 UPSTREAM NODE ELEVATION = 612.93 DOWNSTREAM NODE ELEVATION = 599.31 FLOWLENGTH(FEET) = 198.01 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 3.74 TRAVEL TIME(MIN-) = 0.31 TC(MIN.) = 11.77 He********************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.77 RAINFALL INTENSITY(INCH/HR) = 4.40 TOTAL STREAM AREA(ACRES) = 1.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.74 FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 260.00 UPSTREAM ELEVATION = 668.00 DOWNSTREAM ELEVATION = 626.90 ELEVATION DIFFERENCE = 41.10 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 6.361 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.542 SUBAREA RUNOFF(CFS) = 0.97 TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 0.97 FLOW PROCESS FROM NODE 109.00 TO NODE 107.00 IS CODE »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »>»USING USER-SPECIFIED PIPESIZE<«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.2 UPSTREAM NODE ELEVATION = 610.81 DOWNSTREAM NODE ELEVATION = 599.31 FLOWLENGTH(FEET) = 58.70 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 0.97 TRAVEL TIME(MIN.) = 0.10 TC(MIN.) = 6.46 FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.46 RAINFALL INTENSITY(INCH/HR) = 6.48 TOTAL STREAM AREA(ACRES) = 0.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.97 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.74 11.77 4.400 1.73 2 0.97 6.46 6.479 0.27 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 3.51 6.46 6.479 2 4.40 11.77 4.400 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.40 Tc(MIN.) = 11.77 TOTAL AREA(ACRES) = 2.00 *********************************** FLOW PROCESS FROM NODE 107.00 TO NODE 100.00 IS CODE = »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »»>USING USER-SPECIFIED PIPESIZE<«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.9 UPSTREAM NODE ELEVATION = 598.98 DOWNSTREAM NODE ELEVATION = 596.02 FLOWLENGTH(FEET) = 44.56 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 4.40 TRAVEL TIME(MIN-) = 0.07 TC(MIN.) = 11.83 ****************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.83 RAINFALL INTENSITY(INCH/HR) = 4.38 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.40 r******* FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 453.00 UPSTREAM ELEVATION = 626.30 DOWNSTREAM ELEVATION = 603.46 ELEVATION DIFFERENCE = 22.84 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.289 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.278 SUBAREA RUNOFF(CFS) = 1.76 TOTAL AREA(ACRES) = 0.75 TOTAL RUNOFF(CFS) = 1.76 ********************* FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.278 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.65 TOTAL AREA(ACRES) = 0.91 TOTAL RUNOFF(CFS) = 2.41 TC(MIN) = 12.29 CODE 8 FROM NODE 111 TO NODE 111 CORRESPONDS TO THE STREET SUBAREA ALONG CORINTIA STREET LOCATED WEST OF THE INLET AT NODE 111. t********************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 100.00 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE<«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES * PIPEFLOW VELOCITY(FEET/SEC.) = 7.8 UPSTREAM NODE ELEVATION = 596.16 '•» DOWNSTREAM NODE ELEVATION = 596.02 m FLOWLENGTH(FEET) = 3.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = m PIPEFLOW THRU SUBAREA(CFS) = 2.41 TRAVEL TIME(MIN-) = 0.01 TC(MIN.) = 12.30 t*************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.30 RAINFALL INTENSITY(INCH/HR) = 4.28 TOTAL STREAM AREA(ACRES) = 0.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.41 r * * * i FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 490.00 UPSTREAM ELEVATION = 623.60 DOWNSTREAM ELEVATION = 603.34 ELEVATION DIFFERENCE = 20.26 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.654 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.997 SUBAREA RUNOFF(CFS) = 2.40 TOTAL AREA(ACRES) = 1.09 TOTAL RUNOFF(CFS) = 2.40 **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 100.00 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<« »»>USING USER-SPECIFIED PIPESIZE<«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES PIPEFLOW VELOCITY(FEET/SEC. UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION = FLOWLENGTH(FEET) = 29.25 GIVEN PIPE DIAMETER(INCH) = PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = 0.07 6.8 596.89 596.02 MANNING'S N = 0.013 18.00 NUMBER OF PIPES 2.40 TC(MIN.) = 13.73 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 13.73 RAINFALL INTENSITY(INCH/HR) = 3.98 TOTAL STREAM AREA(ACRES) = 1.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.40 3 ARE: ** CONFLUENCE DATA ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 4.40 2.41 2.40 Tc (MIN.) 11.83 12.30 13.73 INTENSITY (INCH/HOUR) 4.383 4.276 3.983 AREA (ACRE) 2.00 0.91 1.09 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 8.94 8.94 8.65 Tc (MIN.) 11.83 12.30 13 .73 INTENSITY (INCH/HOUR) 4.383 4.276 3.983 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.94 Tc(MIN.) = TOTAL AREA(ACRES) = 4.00 12.30 END PA 2.3 (EAST) - CORTE BOSQUE (NODE SERIES 100) BEGIN PA 2.3 (EAST) - CORTE PACIFICA (NODE SERIES 200) c******************i FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 462.00 UPSTREAM ELEVATION = 596.70 DOWNSTREAM ELEVATION = 586.20 ELEVATION DIFFERENCE = 10.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 16.185 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.582 SUBAREA RUNOFF(CFS) = 2.54 TOTAL AREA(ACRES) = 1.29 TOTAL RUNOFF(CFS) = 2.54 FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA«<« UPSTREAM ELEVATION = 586.20 DOWNSTREAM ELEVATION = 582.65 STREET LENGTH(FEET) = 155.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.15 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.31 HALFSTREET FLOODWIDTH(FEET) = 8.98 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.41 PRODUCT OF DEPTH&VELOCITY = 1.04 STREETFLOW TRAVELTIME(MIN) = 0.76 TC(MIN) = 16.94 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.478 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 1.22 SUMMED AREA(ACRES) = 1.93 TOTAL RUNOFF(CFS) = 3.77 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.33 HALFSTREET FLOODWIDTH(FEET) = 10.01 FLOW VELOCITY(FEET/SEC.) = 3.36 DEPTH*VELOCITY = 1.10 ***** FLOW PROCESS FROM NODE 203.00 TO NODE 200.00 IS CODE = >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE<«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.7 UPSTREAM NODE ELEVATION = 576.12 DOWNSTREAM NODE ELEVATION = 575.54 FLOWLENGTH(FEET) = 29.50 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 3.77 TRAVEL TIME(MIN-) = 0.07 TC(MIN.) = 17.02 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.02 RAINFALL INTENSITY(INCH/HR) = 3.47 TOTAL STREAM AREA(ACRES) = 1.93 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.77 *************************** FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 434.00 UPSTREAM ELEVATION = 597.00 DOWNSTREAM ELEVATION = 589.00 ELEVATION DIFFERENCE = 8.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 16.'821 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.494 SUBAREA RUNOFF(CFS) = 3.13 TOTAL AREA(ACRES) = 1.63 TOTAL RUNOFF(CFS) = 3.13 FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = »>»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA«<« UPSTREAM ELEVATION = 589.00 DOWNSTREAM ELEVATION = 582.64 STREET LENGTH(FEET) = 219.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.33 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.33 HALFSTREET FLOODWIDTH(FEET) = 10.01 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.87 PRODUCT OF DEPTH&VELOCITY = 1.26 STREETFLOW TRAVELTIME(MIN) = 0.94 TC(MIN) = 17.77 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.373 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.29 SUBAREA RUNOFF(CFS) = 2.39 SUMMED AREA(ACRES) = 2.92 TOTAL RUNOFF(CFS) = 5.53 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.35 HALFSTREET FLOODWIDTH(FEET) = 11.04 FLOW VELOCITY(FEET/SEC.) = 4.13 DEPTH*VELOCITY = 1.43 FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 8 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.373 *USER SPECIFIED (SUBAREA) : COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA (ACRES) = 0.28 SUBAREA RUNOFF (CFS) = 0.90 TOTAL AREA (ACRES) = 3.20 TOTAL RUNOFF (CFS) = 6.42 TC(MIN) = 17.77 CODE 8 FROM NODE 206 TO NODE 206 CORRESPONDS TO THE STREET SUBAREA ALONG CORINTIA STREET LOCATED WEST OF THE INLET AT NODE 206. »* **? FLOW PROCESS FROM NODE 206.00 TO NODE 200.00 IS CODE = 4 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE<«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.3 UPSTREAM NODE ELEVATION = 575.68 DOWNSTREAM NODE ELEVATION = 575.54 FLOWLENGTH(FEET) = 3.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.42 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 17.77 FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.77 RAINFALL INTENSITY (INCH/HR) = 3.37 TOTAL STREAM AREA (ACRES) = 3.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.42 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.77 17.02 3.468 1.93 2 6.42 17.77 3.372 3.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.01 17.02 3.468 2 10.08 17.77 3.372 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 10.08 Tc(MIN.) = 17.77 TOTAL AREA (ACRES) = 5.13 END PA 2.3 (EAST) - CORTE PACIFICA (NODE SERIES 200) BEGIN PA 2.3 (EAST) - CORTE PALOMA (NODE SERIES 300) ********************* FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 463.00 UPSTREAM ELEVATION = 572.90 DOWNSTREAM ELEVATION = 567.20 ELEVATION DIFFERENCE = 5.70 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 19.876 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.137 SUBAREA RUNOFF(CFS) = 2.28 TOTAL AREA(ACRES) = 1.32 TOTAL RUNOFF(CFS) = 2.28 *********** FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 567.20 DOWNSTREAM ELEVATION = 563.03 STREET LENGTH(FEET) = 402.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.75 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.36 HALFSTREET FLOODWIDTH(FEET) = 11.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.58 PRODUCT OF DEPTH&VELOCITY = 0.92 STREETFLOW TRAVELTIME(MIN) = 2.60 TC(MIN) = 22.47 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.898 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.85 SUBAREA RUNOFF(CFS) = 2.95 SUMMED AREA(ACRES) = 3.17 TOTAL RUNOFF(CFS) = 5.23 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.40 HALFSTREET FLOODWIDTH(FEET) = 13.62 FLOW VELOCITY(FEET/SEC.) = 2.65 DEPTH*VELOCITY = 1.06 t************ii FLOW PROCESS FROM NODE 303.00 TO NODE 300.00 IS CODE = »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE<«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.4 UPSTREAM NODE ELEVATION = 556.45 DOWNSTREAM NODE ELEVATION = 556.06 FLOWLENGTH(FEET) = 29.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = ] PIPEFLOW THRU SUBAREA(CFS) = 5.23 TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 22.55 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 22.55 RAINFALL INTENSITY(INCH/HR) = 2.89 TOTAL STREAM AREA(ACRES) = 3.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.23 FLOW PROCESS FROM NODE 304.00 TO NODE 305.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 436.00 UPSTREAM ELEVATION =573.00 DOWNSTREAM ELEVATION = 567.00 ELEVATION DIFFERENCE = 6.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 18.585 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.276 SUBAREA RUNOFF(CFS) = 2.04 TOTAL AREA(ACRES) = 1.13 TOTAL RUNOFF(CFS) = 2.04 *** * **********************************i FLOW PROCESS FROM NODE 305.00 TO NODE 306.00 IS CODE = 6 »>»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 567.00 DOWNSTREAM ELEVATION = 563.03 STREET LENGTH(FEET) = 322.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.18 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.34 HALFSTREET FLOODWIDTH(FEET) = 10.52 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.60 PRODUCT OF DEPTH&VELOCITY = 0.87 STREETFLOW TRAVELTIME(MIN) = 2.07 TC(MIN) = 20.65 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.061 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.36 SUBAREA RUNOFF(CFS) = 2.29 SUMMED AREA(ACRES) = 2.49 TOTAL RUNOFF(CFS) = 4.33 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOODWIDTH(FEET) = 12.07 FLOW VELOCITY(FEET/SEC.) = 2.75 DEPTH*VELOCITY = 1.01 **************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 306.00 IS CODE = 8 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.061 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 0.24 SUBAREA RUNOFF(CFS) = 0.70 TOTAL AREA(ACRES) = 2.73 TOTAL RUNOFF(CFS) = 5.02 TC(MIN) = 20.65 CODE 8 FROM NODE 306 TO NODE 306 CORRESPONDS TO THE STREET SUBAREA ALONG CORINTIA STREET LOCATED WEST OF THE INLET AT NODE 306. t********************************************************* FLOW PROCESS FROM NODE 306.00 TO NODE 300.00 IS CODE = 4 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE«<« DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.4 INCHES PTPEFLOW VELOCITY(FEET/SEC.) = 8.8 UPSTREAM NODE ELEVATION = 556.17 DOWNSTREAM NODE ELEVATION = 556.06 FLOWLENGTH(FEET) = 3.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 5.02 TRAVEL TIME(MIN.) = 0.01 TCfMIN.) = 20.66 t************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 20.66 RAINFALL INTENSITY(INCH/HR) = 3.06 TOTAL STREAM AREA(ACRES) = 2.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.02 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.23 22.55 2.892 3.17 2 5.02 20.66 3.060 2.73 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.96 20.66 3.060 2 9.97 22.55 2.892 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.97 Tc(MIN.) = 22.55 TOTAL AREA(ACRES) = 5.90 H I END PA 2.3 (EAST) - CORTE PALOMA (NODE SERIES 300) BEGIN PA 2.4 - SITIO CORDERO AND SITIO MONTECILLO (NODE SERIES 400) ********* FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 400.00 UPSTREAM ELEVATION = 560.00 DOWNSTREAM ELEVATION = 546.80 ELEVATION DIFFERENCE = 13.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.300 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.065 SUBAREA RUNOFF(CFS) = 2.39 TOTAL AREA(ACRES) = 1.07 TOTAL RUNOFF(CFS) = 2.39 FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 546.80 DOWNSTREAM ELEVATION = 534.97 STREET LENGTH(FEET) = 207.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.29 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.27 HALFSTREET FLOODWIDTH (FEET) = 7.43 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.91 PRODUCT OF DEPTH&VELOCITY = 1.35 STREETFLOW TRAVELTIME(MIN) = 0.70 TC(MIN) = 14.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.933 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.83 SUBAREA RUNOFF(CFS) = 1.80 SUMMED AREA(ACRES) = 1.90 TOTAL RUNOFF(CFS) = 4.19 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.30 HALFSTREET FLOODWIDTH(FEET) = 8.46 FLOW VELOCITY(FEET/SEC.) = 5.02 DEPTH*VELOCITY = 1.48 t***************************** FLOW PROCESS FROM NODE 403.00 TO NODE 404.00 IS CODE = 4 »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<« »>»USING USER-SPECIFIED PIPESIZE<«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.5 UPSTREAM NODE ELEVATION = 528.41 DOWNSTREAM NODE ELEVATION = 527.92 FLOWLENGTH(FEET) = 29.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.19 TRAVEL TIME(MIN-) = 0.07 TC(MIN.) =14.08 FLOW PROCESS FROM NODE 404.00 TO NODE 405.00 IS CODE = 4 »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE<«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.0 UPSTREAM NODE ELEVATION = 527.59 DOWNSTREAM NODE ELEVATION = 485.80 FLOWLENGTH(FEET) = 451.86 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.19 TRAVEL TIME(MIN.) = 0.63 TC(MIN.) = 14.70 **•* FLOW PROCESS FROM NODE 405.00 TO NODE 406.00 IS CODE = 4 »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE<«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.7 UPSTREAM NODE ELEVATION = 485.47 DOWNSTREAM NODE ELEVATION = 477.40 FLOWLENGTH(FEET) = 95.03 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.19 TRAVEL TIME(MIN.) = 0.14 TC(MIN.) = 14.84 FLOW PROCESS FROM NODE 406.00 TO NODE 406.00 IS CODE = 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <«« FLOW PROCESS FROM NODE 407.00 TO NODE 408.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .6800 INITIAL SUBAREA FLOW-LENGTH = 437.00 UPSTREAM ELEVATION = 537.70 DOWNSTREAM ELEVATION = 500.50 ELEVATION DIFFERENCE = 37.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.741 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.764 SUBAREA RUNOFF(CFS) = 3.21 TOTAL AREA(ACRES) = 0.82 TOTAL RUNOFF(CFS) = 3.21 FLOW PROCESS FROM NODE 408.00 TO NODE 409.00 IS CODE = 6 »>»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA«<« UPSTREAM ELEVATION = 500.50 DOWNSTREAM ELEVATION = 487.49 STREET LENGTH(FEET) = 320.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.66 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.34 HALFSTREET FLOODWIDTH(FEET) = 10.52 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.62 PRODUCT OF DEPTH&VELOCITY = 1.55 STREETFLOW TRAVELTIME(MIN) = 1.16 TC(MIN) = 8.90 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.269 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.68 SUBAREA RUNOFF(CFS) = 4.87 SUMMED AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) = 8.08 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.37 HALFSTREET FLOODWIDTH(FEET) = 12.07 FLOW VELOCITY(FEET/SEC.) = 5.13 DEPTH*VELOCITY = 1.89 ********************************************************************** FLOW PROCESS FROM NODE 409.00 TO NODE 410.00 IS CODE = 4 »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<« >»»USING USER-SPECIFIED PIPESIZE<«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.6 UPSTREAM NODE ELEVATION = 480.78 DOWNSTREAM NODE ELEVATION = 480.52 FLOWLENGTH(FEET) = 5.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 8.08 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 8.90 FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.90 RAINFALL INTENSITY(INCH/HR) = 5.27 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.08 FLOW PROCESS FROM NODE 411.00 TO NODE 412.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 407.00 UPSTREAM ELEVATION = 530.60 DOWNSTREAM ELEVATION = 509.80 ELEVATION DIFFERENCE = 20.80 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.596 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.441 SUBAREA RUNOFF (CFS) = 2.93 TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 2.93 r************************************************************ FLOW PROCESS FROM NODE 412.00 TO NODE 413.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 509.80 DOWNSTREAM ELEVATION = 487.59 STREET LENGTH(FEET) = 306.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.32 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.29 HALFSTREET FLOODWIDTH(FEET) = 7.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.77 PRODUCT OF DEPTH&VELOCITY = 1.64 STREETFLOW TRAVELTIME(MIN) = 0.88 TC(MIN) = 12.48 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.236 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.80 SUMMED AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 5.73 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.32 HALFSTREET FLOODWIDTH(FEET) = 9.49 FLOW VELOCITY(FEET/SEC.) = 5.62 DEPTH*VELOCITY = 1.78 *******j FLOW PROCESS FROM NODE 413.00 TO NODE 410.00 IS CODE = »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE<«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.8 UPSTREAM NODE ELEVATION = 481.22 DOWNSTREAM NODE ELEVATION = 480.52 FLOWLENGTH(FEET) = 46.75 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 5.73 TRAVEL TIME(MIN.) = 0.11 TC(MIN.) = 12.59 **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.59 RAINFALL INTENSITY(INCH/HR) = 4.21 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.73 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.08 8.90 5.266 2.50 2 5.73 12.59 4.211 2.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 12.66 8.90 5.266 2 12.19 12.59 4.211 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.66 Tc(MIN.) = 8.90 TOTAL AREA(ACRES) = 4.90 ************************************************ FLOW PROCESS FROM NODE 410.00 TO NODE 406.00 IS CODE »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE<«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.4 UPSTREAM NODE ELEVATION = 480.19 DOWNSTREAM NODE ELEVATION = 477.40 FLOWLENGTH(FEET) = 78.55 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 12.66 TRAVEL TIME(MIN.) = 0.11 TC(MIN.) = 9.02 t************* FLOW PROCESS FROM NODE 406.00 TO NODE 406.00 IS CODE = 11 »>»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<«« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 12.66 9.02 5.223 4.90 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.19 14.84 3.788 1.90 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 15.70 9.02 5.223 2 13.37 14.84 3.788 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.70 Tc(MIN.) = 9.02 TOTAL AREA(ACRES) = 6.80 FLOW PROCESS FROM NODE 406.00 TO NODE 406.00 IS CODE = 12 >»»CLEAR MEMORY BANK # 1 <«« FLOW PROCESS FROM NODE 406.00 TO NODE 400.00 IS CODE = 4 »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE<«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 21.9 UPSTREAM NODE ELEVATION = 477.07 DOWNSTREAM NODE ELEVATION = 451.95 FLOWLENGTH(FEET) = 144.06 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 15.70 TRAVEL TIME(WIN.) = 0.11 TC(MIN.) = 9.13 k***************** FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONS IN.) = 9.13 RAINFALL INTENSITY(INCH/HR) = 5.18 TOTAL STREAM AREA(ACRES) = 6.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.70 ******************************* FLOW PROCESS FROM NODE 414.00 TO NODE 415.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 466.00 UPSTREAM ELEVATION = 555.80 DOWNSTREAM ELEVATION = 542.80 ELEVATION DIFFERENCE = 13.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 15.182 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.733 SUBAREA RUNOFF(CFS) = 2.07 TOTAL AREA(ACRES) = 1.01 TOTAL RUNOFF(CFS) = 2.07 t************************ FLOW PROCESS FROM NODE 415.00 TO NODE 416.00 IS CODE = 6 »>»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 542.80 DOWNSTREAM ELEVATION = 484.97 STREET LENGTH(FEET) = 767.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 6.99 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.27 HALFSTREET FLOODWIDTH(FEET) = 7.43 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.22 PRODUCT OF DEPTH&VELOCITY = 1.43 STREETFLOW TRAVELTIME(MIN) = 2.45 TC(MIN) = 17.63 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.389 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 5.25 SUBAREA RUNOFF(CFS) = 9.79 SUMMED AREA(ACRES) = 6.26 TOTAL RUNOFF(CFS) = 11.86 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.32 HALFSTREET FLOODWIDTH(FEET) = 9.49 FLOW VELOCITY(FEET/SEC.) = 5.82 DEPTH*VELOCITY = 1.84 FLOW PROCESS FROM NODE 416.00 TO NODE 417.00 IS CODE = >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<« »>»USING USER-SPECIFIED PIPESIZE<«« DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.0 UPSTREAM NODE ELEVATION = 479.47 DOWNSTREAM NODE ELEVATION = 477.16 FLOWLENGTH(FEET) = 230.49 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = ] PIPEFLOW THRU SUBAREA(CFS) = 11.86 TRAVEL TIME(MIN.) = 0.55 TC(MIN.) = 18.18 **************************************************************************** FLOW PROCESS FROM NODE 417.00 TO NODE 400.00 IS CODE = 4 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<« >»»USING USER-SPECIFIED PIPESIZE<«« DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 24.8 UPSTREAM NODE ELEVATION = 476.83 DOWNSTREAM NODE ELEVATION = 452.20 FLOWLENGTH(FEET) = 75.05 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 11.86 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 18.23 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.23 RAINFALL INTENSITY(INCH/HR) = 3.32 TOTAL STREAM AREA(ACRES) = 6.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.86 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 15.70 9.13 5.183 6.80 2 11.86 18.23 3.317 6.26 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 23.29 9.13 5.183 2 21.91 18.23 3.317 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.29 Tc(MIN.) = 9.13 TOTAL AREA(ACRES) = 13.06 | END PA 2.4 - SITIO CORDERO AND SITIO MONTECILLO (NODE SERIES 400) j BEGIN PA 2.3 (WEST) - CORTE LANGOSTA AND SITIO SENDERO (NODE SERIES 500) **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 506.00 UPSTREAM ELEVATION = 617.50 DOWNSTREAM ELEVATION = 611.50 ELEVATION DIFFERENCE = 6.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 21.040 *CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.024 SUBAREA RUNOFF(CFS) = 2.21 TOTAL AREA(ACRES) = 1.33 TOTAL RUNOFF(CFS) = 2.21 FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« = = = = = =•= = =: = = = = = = = := = =: = = = = = = = = = = = = = = :==: = = = := = = =: = = = = =::==: = = = =: = = = = = = =: = = = = = = ; UPSTREAM ELEVATION = 611.50 DOWNSTREAM ELEVATION = 573.32 STREET LENGTH(FEET) = 680.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.70 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.31 HALFSTREET FLOODWIDTH(FEET) = 8.98 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.08 PRODUCT OF DEPTH&VELOCITY = 1.55 STREETFLOW TRAVELTIME(MIN) = 2.23 TC(MIN) = 23.27 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.834 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 3.18 SUBAREA RUNOFF(CFS) = 4.96 SUMMED AREA(ACRES) = 4.51 TOTAL RUNOFF(CFS) = 7.17 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.35 HALFSTREET FLOODWIDTH(FEET) = 11.04 FLOW VELOCITY(FEET/SEC.) = 5.36 DEPTH*VELOCITY = 1.86 **************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 504.00 IS CODE = 4 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE<«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.4 UPSTREAM NODE ELEVATION = 566.56 DOWNSTREAM NODE ELEVATION = 565.90 FLOWLENGTH(FEET) = 29.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.17 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 23.33 FLOW PROCESS FROM NODE 504.00 TO NODE 504.00 IS CODE = 1 »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.33 RAINFALL INTENSITY(INCH/HR) = 2.83 TOTAL STREAM AREA(ACRES) = 4.51 PEAK FLOW'RATE(CFS) AT CONFLUENCE = 7.17 FLOW PROCESS FROM NODE 505.00 TO NODE 506.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 467.00 UPSTREAM ELEVATION = 617.50 DOWNSTREAM ELEVATION = 611.60 ELEVATION DIFFERENCE = 5.90 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 19.790 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.146 SUBAREA RUNOFF(CFS) = 1.76 TOTAL AREA(ACRES) = 1.02 TOTAL RUNOFF(CFS) = 1.76 FLOW PROCESS FROM NODE 506.00 TO NODE 507.00 IS CODE = >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA«<« UPSTREAM ELEVATION = 611.60 DOWNSTREAM ELEVATION = 573.32 STREET LENGTH(FEET) = 582.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.72 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.26 HALFSTREET FLOODWIDTH(FEET) = 6.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.57 PRODUCT OF DEPTH&VELOCITY = 1.21 STREETFLOW TRAVELTIME(MIN) = 2.12 TC(MIN) = 21.91 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.946 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.18 SUBAREA RUNOFF(CFS) = 1.91 SUMMED AREA(ACRES) = 2.20 TOTAL RUNOFF(CFS) = 3.68 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.29 HALFSTREET FLOODWIDTH(FEET) = 7.95 FLOW VELOCITY(FEET/SEC.) = 4.91 DEPTH*VELOCITY = 1.40 ************************************************** FLOW PROCESS FROM NODE 507.00 TO NODE 504.00 IS CODE = 4 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<« »>»USING USER-SPECIFIED PIPESIZE<«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.4 UPSTREAM NODE ELEVATION = 566.02 DOWNSTREAM NODE ELEVATION = 565.90 FLOWLENGTHtFEET) = 3.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 3.68 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 21.92 t************ FLOW PROCESS FROM NODE 504.00 TO NODE 504.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 21.92 RAINFALL INTENSITY(INCH/HR) = 2.95 TOTAL STREAM AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.68 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.17 23.33 2.829 4.51 2 3.68 21.92 2.945 2.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.56 21.92 2.945 2 10.70 23.33 2.829 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.70 Tc(MIN.) = 23.33 TOTAL AREA(ACRES) = 6.71 FLOW PROCESS FROM NODE 504.00 TO NODE 508.00 IS CODE = >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE<«« •41 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.6 UPSTREAM NODE ELEVATION = 565.57 DOWNSTREAM NODE ELEVATION = 563.91 FLOWLENGTH(FEET) = 67.00 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 10.70 TRAVEL TIME(MIN.) = 0.12 TC(MIN.) = 23.45 c******* FLOW PROCESS FROM NODE 508.00 TO NODE 508.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.45 RAINFALL INTENSITY(INCH/HR) = 2.82 TOTAL STREAM AREA(ACRES) = 6.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.70 ******************* *************************-* i FLOW PROCESS FROM NODE 509.00 TO NODE 510.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 489.00 UPSTREAM ELEVATION = 586.80 DOWNSTREAM ELEVATION = 579.50 ELEVATION DIFFERENCE = 7.30 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 19.155 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.213 SUBAREA RUNOFF(CFS) = 2.19 TOTAL AREA(ACRES) = 1.24 TOTAL RUNOFF(CFS) = 2.19 FLOW PROCESS FROM NODE 510.00 TO NODE 511.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA«<« UPSTREAM ELEVATION = 579.50 DOWNSTREAM ELEVATION = 573.31 STREET LENGTH(FEET) = 206.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.94 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) =0.30 HALFSTREET FLOODWIDTH(FEET) = 8.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.53 PRODUCT OF DEPTH&VELOCITY = 1.04 STREETFLOW TRAVELTIME(MIN) = 0.97 TC(MIN) = 20.13 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.112 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.88 SUBAREA RUNOFF(CFS) = 1.51 SUMMED AREA(ACRES) = 2.12 TOTAL RUNOFF(CFS) = 3.70 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.32 HALFSTREET FLOODWIDTH(FEET) = 9.49 FLOW VELOCITY(FEET/SEC.) = 3.63 DEPTH*VELOCITY = 1.15 **************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 508.00 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »>»USING USER-SPECIFIED PIPESIZE<«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.8 UPSTREAM NODE ELEVATION = 565.84 DOWNSTREAM NODE ELEVATION = 563.91 FLOWLENGTH(FEET) = 64.59 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 3.70 TRAVEL TIME(MIN.) = 0.14 TC(MIN.) = 20.27 *************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 508.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 20.27 RAINFALL INTENSITY(INCH/HR) = 3.10 TOTAL STREAM AREA(ACRES) = 2.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.70 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.70 23.45 2.820 6.71 2 3.70 20.27 3.098 2.12 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 13.44 20.27 3.098 2 14.07 23.45 2.820 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.07 Tc(MIN.) = 23.45 TOTAL AREA(ACRES) = 8.83 c*******************1 FLOW PROCESS FROM NODE 508.00 TO NODE 500.00 IS CODE = >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »>»USING USER-SPECIFIED PIPESIZE<«« DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.7 UPSTREAM NODE ELEVATION = 563.41 DOWNSTREAM NODE ELEVATION = 557.89 FLOWLENGTH(FEET) = 83.00 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 14.07 TRAVEL TIME(MIN-) = 0.09 TC(MIN.) = 23.54 **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.54 RAINFALL INTENSITY(INCH/HR) = 2.81 TOTAL STREAM AREA(ACRES) = 8.83 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.07 *** i FLOW PROCESS FROM NODE 512.00 TO NODE 513.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 603.00 DOWNSTREAM ELEVATION = 584.80 ELEVATION DIFFERENCE = 18.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.391 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.864 SUBAREA RUNOFF(CFS) = 3.48 TOTAL AREA(ACRES) = 1.64 TOTAL RUNOFF(CFS) = 3.48 FLOW PROCESS FROM NODE 513.00 TO NODE 514.00 IS CODE = »>»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 584.80 DOWNSTREAM ELEVATION = 567.70 STREET LENGTH(FEET) = 278.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.63 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.31 HALFSTREET FLOODWIDTH(FEET) = 8.98 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.01 PRODUCT OF DEPTH&VELOCITY = 1.53 STREETFLOW TRAVELTIME(MIN) = 0.92 TC(MIN) = 15.32 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.711 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.12 SUBAREA RUNOFF(CFS) = 2.29 SUMMED AREA(ACRES) = 2.76 TOTAL RUNOFF(CFS) = 5.77 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.49 FLOW VELOCITY(FEET/SEC.) = 5.66 DEPTH*VELOCITY = 1.79 FLOW PROCESS FROM NODE 514.00 TO NODE 500.00 IS CODE = 4 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<« >»»USING USER-SPECIFIED PIPESIZE<«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.0 UPSTREAM NODE ELEVATION = 559.72 DOWNSTREAM NODE ELEVATION = 558.39 FLOWLENGTH(FEET) = 31.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 5.77 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 15.37 FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.37 RAINFALL INTENSITY(INCH/HR) = 3.70 TOTAL STREAM AREA(ACRES) = 2.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.77. ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 14.07 23.54 2.813 8.83 2 5.77 15.37 3.703 2.76 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 16.46 15.37 3.703 2 18.45 23.54 2.813 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.45 Tc(MIN.) = 23.54 TOTAL AREA(ACRES) = 11.59 ***************************************************T FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <«« FLOW PROCESS FROM NODE 515.00 TO NODE 516.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 385.00 UPSTREAM ELEVATION = 586.80 DOWNSTREAM ELEVATION = 581.50 ELEVATION DIFFERENCE = 5.30 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 17.462 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.410 SUBAREA RUNOFF(CFS) = 2.16 TOTAL AREA(ACRES) = 1.15 TOTAL RUNOFF(CFS) = 2.16 FLOW PROCESS FROM NODE 516.00 TO NODE 517.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 581.50 DOWNSTREAM ELEVATION = 567.70 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK =16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.99 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH(FEET) = 8.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.58 PRODUCT OF DEPTH&VELOCITY = 1.06 STREETFLOW TRAVELTIME(MIN) = 1.86 TC(MIN) = 19.32 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.195 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .6800 SUBAREA AREA(ACRES) = 0.76 SUBAREA RUNOFF(CFS) = 1.65 SUMMED AREA(ACRES) = 1.91 TOTAL RUNOFF(CFS) = 3.81 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.31 HALFSTREET FLOODWIDTH(FEET) = 8.98 FLOW VELOCITY(FEET/SEC.) = 4.12 DEPTH*VELOCITY = 1.26 FLOW PROCESS FROM NODE 517.00 TO NODE 517.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.32 RAINFALL INTENSITY(INCH/HR) = 3.19 TOTAL STREAM AREA(ACRES) = 1.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.81 ******************************** FLOW PROCESS FROM NODE 518.00 TO NODE 519.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 453.00 UPSTREAM ELEVATION = 603.00 DOWNSTREAM ELEVATION = 590.50 ELEVATION DIFFERENCE = 12.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 15.023 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.758 SUBAREA RUNOFF(CFS) =2.09 TOTAL AREA(ACRES) = 1.01 TOTAL RUNOFF(CFS) = 2.09 ****************************** FLOW PROCESS FROM NODE 519.00 TO NODE 517.00 IS CODE = »>»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 590.50 DOWNSTREAM ELEVATION = 567.70 STREET LENGTH(FEET) = 357.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.85 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.26 HALFSTREET FLOODWIDTH(FEET) = 6.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.79 PRODUCT OF DEPTHS:VELOCITY = 1.27 STREETFLOW TRAVELTIME(MIN) = 1.24 TC(MIN) = 16.27 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.570 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.78 SUBAREA RUNOFF(CFS) = 1.53 SUMMED AREA(ACRES) = 1.79 TOTAL RUNOFF(CFS) = 3.62 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOODWIDTH(FEET) = 7.95 FLOW VELOCITY(FEET/SEC.) = 4.83 DEPTH*VELOCITY = 1.38 ***************************************************** FLOW PROCESS FROM NODE 517.00 TO NODE 517.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.27 RAINFALL INTENSITY(INCH/HR) =3.57 TOTAL STREAM AREA(ACRES) = 1.79 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.62 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.81 19.32 3.195 1.91 2 3.62 16.27 3.570 1.79 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.03 16.27 3.570 2 7.05 19.32 3.195 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.05 Tc(MIN.) = TOTAL AREA(ACRES) = 3.70 19.32 r********* m m FLOW PROCESS FROM NODE 517.00 TO NODE 500.00 IS CODE >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE<«« DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.3 UPSTREAM NODE ELEVATION = 558.66 DOWNSTREAM NODE ELEVATION = 558.39 FLOWLENGTH(FEET) = 5.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 7.05 TRAVEL TIME(MIN-) = 0.01 TC(MIN.) = 19.33 ********************************************* FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = 11 »»CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<«« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.05 19.33 3.194 3.70 ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 18.45 23.54 2.813 11.59 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 23.30 19.33 3.194 2 24.66 23.54 2.813 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 24.66 Tc(MIN.) = TOTAL AREA(ACRES) = 15.29 23.54 FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = 12 >»»CLEAR MEMORY BANK # 2 <«« END PA 2.3 (WEST) - CORTE LANGOSTA AND SITIO SENDERO (NODE SERIES 500) END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 24.66 Tc(MIN.) = 23.54 TOTAL AREA(ACRES) = 15.29 END OF RATIONAL METHOD ANALYSIS 1 IV La Costa Ridge Neighborhoods 2.3 & 2.4 Drainage Study CHAPTER 4 HYDRAULIC ANALYSIS StormCAD Model Output AH:kc h:\reports\2352\101ridge 2.3 & 2.4\3n* submiflal\a03.doc w.o. 2352-101 3/11/200510:00 AM .5 CO Q Z < co •Ain o<? T- + Q O O £ OCO X CD UJ UJ OQa: goO mca>o (0 ^ LU CN Q DC £ CO ucoco O "o .22 o CO OJtn5*,CO 1/5CD Oco CDt£ o 03-aca CD COCOca -oCDo £ CD CD CD•B QO | 05"CD COoo ca -1 scao±s co IS o o I 1^2o^^ en 4—>co = CO03 Q >, "CO < O) COos S" £ Si .2 §3 0) «33« o 3 m | 0) •o 0)IS .22"o 2s •'I <li "> S3-Q 5 '. , ». <N •*• « «J (0 ^,O =ao g « « csi -r. mI- j: o CM Q Z < CO oi Q Oo o:omig UJz UJ OQ tnoo rac0)o(0 •eoa0)a: a>•ao Q. E •aoc !5 oo 'o -5 Info^>>,1^1g ~gl§_iO =c31 """"' 11! 11 U)enc'c ccCO5 — £CO cu <u .9-N 0.03 <u &*C0~ £ te 3 cT- O S2|l£-Ql5S UJ c+~ oills3 = 0111 •o oen S '-c ^^™ 2 co g^D5^um E.I Ills53 Hi CO Qdi HI ^0Di 'cu CD COCO•*COint^i^COr~•*i-~QCO•* m CO oi CM coCO V- m oa <a §coO € CN OO T—230.49CO ivii--TT r^•* o>i^-*t enCO COCO•*485.47N. I CO I ^a. » o *-£ 8 °13 m T-St UJ CUX — a)ra m ra|^co QI"UJcu•• COoCN 3 co i -co £ I*8 -o ' TJ I0)ra ** r *^So °•o m i-.0To m in raLU8iriooooLOP-g aHI•3m'o"Q. CM Q CO c4 Q OOX Offl Xo .2 LUl? Z (L LU OQ gO O rac0)o CO LU O <op LJJ Qi_l D O O -1 oQ 111 COH O^ o e.co•J= 55 Aa §i-.u coc o 8 S3 O ' DC ? 0) ... CN K5 W r>) Vl III Scenario: LA COSTA RIDGE - NEIGHBORHOOD 2.3 AND 2.4 STORM DRAIN SYSTEM "B" (SITIOCORDERO) SDLINE"B-2" 1-403 SITIOCORDERO STA. 16+00.00 CO-404 CO-1 SD LINE'S" OCO-2 6 CO-405 SDLINE"B-1" 1413 C0406=[67] Note: [] indicates node identification from the "Southwest System" StormCAD model output located in the referenced "Mass Graded Hydrology Study for Villages of La Costa Neighborhoods 2.1 thru 2.5" CO-410 SITIO CORDERO (CUL-DE-SAC) STA. 9+00.00 Title: LA COSTA RIDGE - PA 2.3 & PA 2.4 h:\stormcad\2352\101\sd system b.stm 03/11/OS 11:30:23 AM © Haestad Methods, Inc. Hunsaker & Associates San Diego, Inc 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Anabella Hedman StormCAD v5.5 [5.5005] -203-755-1666 Page 1 of 1 «• M Q Z - « - io* i . offlI - Q UJ UJ CDocc oo re <uo(0 toQ.0) 0) O Z Q. E 0) oO >*'u ±5 "«"J3»t -o£|3 ^gl§g-§ III 1! in c 'E ccm £CO 01 CDQ. N£55 1?en ^ fg 3 •c.2 55 § »£•8 ? > t-u £ 5> LU -e °ll*e£ CD LU ?.lailsDo!'-'LU T»§eiSg-D|ISUQJ LUWQ°i LUW Q3i iCO_l CO•fl-ed00TTvmCOCMinenvcriCMin OCO pi V- O)^ •<r CO oo cu Concre1 CO CO CO T- m CM oiCM CMO)tvi CM T—V CO CMm CO inCO 535.47CO-404coo z r^inoo•<t515.66h-to00CNm CNco CO CM O)^~ 1- n q o cu I0O | 00 CN T N^ ina> inCO h-CMin enm t^s q CM CO inCOin 6O CO-404CN Q. OCOCO00•*502.20515.72T—00 TTCO 0) •* CO o 6 cu Concre| CO 00enci i-- oi T— inCO T— 0 s•*' s r^COi^o °T- CMm CM 0O 6O CO O. COCM00•*COT—CDCO•fl-eaCOc\ig mo COCO 0) •o-' CO o d cu Concre| CO oO) en mt^ 00in § in CO CMin om s CMen fe fem CO-405CM Oo CL 1^COCM00•*oCO0>h-•o-mCMCDco•<r COciCO en •* CO o d cu Concre| CO en•* CO COoinen o^rN!t--485.47^~o enCO enCO 1 CO-406CO-405m a. COi^ioCOoCOenh-•*com^«COTI- CSoo en COco CM CO o d cu Concre| CO inin CO inin06r-- 5t^i~- O) C)CO•* T-o O)CO CO1^ 1 CO-406CO-41000a. •*CMCO•r-CO•<rCOCM00•q-5-c\iCOTT m 00 CM COi^- m CO o d cu Concre^uc CO oin V mI--cd•t CMind 00 CMCM 00^t COh- r^CO eno CO CO•*CO-410CO 5 «pa. t«-in•*h-mtCOCMCOTTh-COCM00•* CO CO coCM 00q CO CO o d cu Concre.co_c co men •* in CM in CMm d00 00t~-dCO•* CO1^fe enen i^CO•*CO-410§1 E i§ -E § o•o m T-n> 10 raI?0-IB Qc ef<0HIts<D'o"Q. oCM i 00o I! « 3 n o8 Ia mi Nn I <uCO © •m * <N Q Z< co CM Q O OX £ Omx O UJ O Q (0oo QC0)o(0 111 Profile Scenario: LA COSTA RIDGE - NEIGHBORHOOD 2.3 AND 2.4 SD LINE "B-2" (LATERAL LINE) SITIO CORDERO 540.00 Label: 1-403 Rim: 535.47 ft Sump: 528.41 ft| Labej: CO-404 Rim: 535.16 ft Sump: 527.59 ft 535.00 Elevation (ft) 530.00 Label: P-1 Up. Invert: 528.41 ft Dn. Invert: 527.92 ft L: 29.25 ft Size: 18 inch S: 1.68% 0+00 0+50 Station (ft) 525.00 1+00 Title: LA COSTA RIDGE - PA 2.3 & PA 2.4 h:\stonmcad\2352\101\sd system b.stm 03/11/05 11:30:54 AM © Haestad Methods, Inc. Hunsaker & Associates San Diego, Inc 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Arabella Hedman StormCAD v5.5 [5.5005] +1-203-755-1666 Page 1 of 1 -E 8 °•a » »-Ig_gjLLJ ra Q150) OI55<uIQ.OO oooCO Tt 01 QZ n «N Q O O OC.OmXo £ UJ (3Q (0Oo re 0)o(0 LU UJ CO Q CO CO jgjg E N Ao(M o <oc o li CO » o- 5 CQ 3= S to T3o I CO Q- C Z> Q 9 5 < DC Z O ... (M T- ilsI- j: o Scenario: LA COSTA RIDGE - NEIGHBORHOOD 2.3 AND 2.4 STORM DRAIN SYSTEMS "C" & "D" (CORTE LANGOSTA & SITIO SENDERO) SITIOSENDERO STA. 33+00.00 SDLINE"C" CO-508 9-4, SDLINE"C-1" I-507 CO-504 -o iV. " D I-503 CORTELANGOSTA STA.16+00.00 CORTE LANGOSTA STA. 14+00.00 m 1-511 1-517 \ SDLINETM" \ ?^...---a 1-514 ,.,-r"" \ [33]= CO-500 SDLINE"D" h [16] SITIO SENDERO = CORINTIA ST. STA. 30+00.00 STA. 19+00.00 Note: [] indicates node identification from the "Western System" StormCAD model output located in the referenced Mass Graded Hydrology Study for Villages of La Costa Neighborhoods 2.1 thru 2.5 Title: LA COSTA RIDGE - PA 2.3 & PA 2.4 Project Engineer: Anabella Hedman h:\stormcad\2352\101\sd system c-d.stm Hunsaker & Associates San Diego, Inc StormCAD v5.5 [5.5005] 03/11/05 11:32:37 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 QZ < COc4 QOO K Omi(D iDZ UJoQ EteoOo (Q §eo oQ. 0)•ao Z"35a. •oQ) !5 Eo O 2-pi|SIgigg£g II! 5 1? fifi co c'c cc(0 — •c .23to 0} Qa. N (£55 <u i-gw f t*?a)_i e•c ° 5 Si m«°ls£ Ul S||e 111 ?§ sj!8 UED ?§ssi'^e-D 2 >&o-2uiij LUCO QSo LU COO3i "55.aCO_l coCNoCO•»oeoincomCOinCDCOm CO CO o1^ CO CO o CD CD Concre1 CO § CN a>in M-CO 5 COs sinCOm i^CO COr^m r-00 COl-~in COoin 60 r-m a. COqCNoc\i567.47i^•*!Sin CO ci CN COco CO CO o6 cu Concre| CO a>coco' inCM co 565.90CMO COcoin m COi^-m CNCO COi^-m TTOin 60 h-oin CN d. 8TTSin567.47oCOh-iCOin COi^ in h- r-l CO 0d CD Concre.eoc CO coCN CN m CN aiCM oa> inS com 8in m COh-m CMCO cor-.m 60 CO § coa. inCNcdfcCDsinSCOCOsin COin CO gd eo od CD Concre.coc CO CO•<r CN oo 1^co at CO g i^intncoin i^coeor^in ^>m eoh-m co g60 rrom 60 1 inTtCOCNCOso>inincoi^sin s COm r^.0 rr V- co 0 0 CD Concrej=o_c •* incoco oo COCO a>CO l^inm 563.41a>o> r-°COm [5 coh~m 60 COg6O ina. eoo•<«•co•<tinrrcoaiinm559.69CMCO CO CN mo I--1 eo o CD CD Concrel| CO •»v- in mCN in O)CO COmin s COinin 8i^g 568.20oom 6O t«- m <9a. oCOcosin•*COa>mmincodcom h-cq CN r~i^. in CO o6 CD Concrel| CO coCN•* mCN CO 558.39559.72S IV.'s 568.20oom6o •* m_L r^. a. CNqinr^CDcoino•<tininCOoO)mm oh- COO) coCO •*<N CO O CD 0)Concre| oCO 0)h- in oin O)CN 549.89557.39O5 •* g a>en i^coin 5" 8in6o °?Q. SCM 1 COO TJn TaCDra h- s. IS*•a in T-5 tri o>-L •— ' O)IB Qc <f<0s i0) OI55LUo<B- Q Z (Oo to ri Q O O atomio JS inc z 2 •Q. HI OQ OO toE0)O(0 LU §8 Q CO COoN88 I! s« I f •ora * E <:Q. > 9 5 OT O O .. o 15I- x: g8LOio Q5 << Ooqinr*in otoILUdNin IDCOin oqd to2"CLOOCN Q Z < Q O O X omx CD JS LU C Z (L LU CDQ o: (0oo rec 0)o(0 /.in in HI?< _l h- z w<8 0-1 ^z a:is o QO CO . coico Sw O c? I•>- CD in o ^+ 00oSo (DC O C .0£ I M 5 ««a oS S§ m I NCO « ? T3aTawra 8 o a: ? •*-. CM O .. o S M ^.•s -r* 55K £ o IS*•D 1O r-3 Ui <B•J- '—' D)ra in ra1 >(tj Qc <SQ. TTc4 Q Q O OI£Omxo 2 •Q. LU OQ (0oo 111 <DO CO <O in o T w COoc-88 1! ffl 13 2inIDa O Profile Scenario: LA COSTA RIDGE - NEIGHBORHOOD 2.3 AND 2.4 SD LINE "D-1" (LATERAL LINE) SITIO SENDERO Label: CO-500 .Bim: 567,99ft Sump: 557.39 ft 570.00 Label: 1-517 Rim: 568.20 ft Sump: 558.66 ft Label: 1-514 Rim: 568.20ft Sump: 559.72ft 565.00 Elevation (ft) Label: P-6 Up. Invert: 558.66 ft Dn. Invert: 558.39 ft L: 5.25 ft Size: 18 inch 560.00 Label: P-7 Up. Invert: 559.72 ft Dn. Invert: 558.39 ft L: 31.25ft Size: 18 inch S: 4.26 % 0+00 0+50 Station (ft) 555.00 1+00 Title: LA COSTA RIDGE - PA 2.3 & PA 2.4 h:\stormcad\2352\101\sd system c-d.stm 03/11/05 11:33:19 AM © Haestad Methods, Inc. Hunsaker & Associates San Diego, Inc 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Anabella Hedman StormCAD v5.5 [5.5005] +1-203-755-1666 Page 1 of 1 -E § °•o m T-Sag;n, m rara Q<D<D oLUts<D'5"a M Q Z < CO Q O O £ Om Xo UJ Z I UJoQ K (0 O O QCO eoo -s re d)o(0 <e 1111 I O c Q Z< co c4 Q OO CC.Om Xe>mz HI OQ OO recoUw Oaa>OH 0)•aoZ"35a •a0)c 5 Eo O >spi'3 c ^n^ -*-1 -— sxO c £"I — II! 1! en 0)c'c ccro S ~fa & <0 VCL N EL CO _. Q-CJ 55^ |e •el Q c jj "^ LU CO m •*""* *~ *. ^ c 5 "*-' LU "O o C/3 C *3 x—* °|i& C•o o frt *^ >-^-^ ^ (D *^ Do|^ HICO Qdo LUCOQ I)O 13 CO §CMCOCDCOo>m(viinmenininin CO CM COCM in CO 5 ci 0) QCoO c CO roCO •<- inCM 0) CM °<riinin in (Omin COCM CO COin rocoin Ooco OO rooro T- Q. 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IOt^ CO 00S c a OT 3» ™a 5 *3o> mjf -*ca o« o3 m^ NCO a 13 Q 5o:CM O So °T3 lO T--S « ID-1- '~l O)ro m raLUro Qc a««(1) OIs5mOOLO8C)CO oop-LT3 a)2"a. Q Z < CO LLI CD in cooM Q O O OC. Om ii= Zo , £ UJoQa:y LJJ g <Q_ LU o:oo woo OB 03O (0 Q CO COo O CDc o O (J » •; *±_ .1sCO n o» o§ m Q_ OO<o LO ^ __N .S m LO LO CO OOp- p~. . . i— •c c11 d. cfZ3 Q -Q 5 <o: Z N.. CN CV O I- £ O Profile Scenario: LA COSTA RIDGE - NEIGHBORHOOD 2.3 AND 2.4 EX. STORM DRAIN LINE CORTE PALOMA i <• 590.00 Label: CO-200 Rim: 582.83 ft Sump: 575.21 ft Label: [13] Rim: 584.97 ft Sump: 573.59 ft 585.00 580.00 Elevation (ft) 575.00 Label: EX-P-3 Up. Invert: 575.21 ft Dn. Invert: 574.59 ft L: 62.40 ft Size: 18 inch 0+00 0+50 Station (ft) 570.00 1+00 Title: LA COSTA RIDGE - PA 2.3 & PA 2.4 h:\stormcad\2352\l01\sd system f.stm 03/11/05 11:35:32 AM © Haestad Methods, Inc. Hunsaker & Associates San Diego, Inc 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Anabella Hedman StormCAD v5.5 [5.5005] +1-203-755-1666 Page 1 of 1 <1 -.§ •a in T-3 <ri a>1 •— • o>a, in ra<D §<D OcUJts CO CM Q O OX£OCQX (3 LiJ UJ O Qa: oo P LU Q CO 9 • LU uT£8kgz m or si§o 9-* oc»3 °CT CD O QCO ^'^.0- \ IIoo5,0fir",--^"0,6 6cr> = ,-Q v |^ Q CO inr-. (0oN 10 00o x-l- C -O OT » »5 < o: og 0) » 23 m "§ QC0>oV)r; ,M" «<ura K POCO II LU 2 U a <o: ^ <o ^ C\l T- §SCD + LU O §5O CO w»^O -a £ S35I- £ O QZ < CO c4 Q O O a:om oaa>OL 0)o LUS o LU O Q o: (0oo Qc 0)o <Da •a 0)c!5 oo •g0°o-(D =1°_J x 3ra § S 1? It w cc cc CO _ s13 co coQ. N £ co fgCO £l§ CO CU W u TJ s 1(5 ^J§l LU So LUCO Q 1u CO tflI£•g f co CU ^ LU c 0 s§CO LU c !§CO111 co !§® LU CNOcnCOO5coCOr—coCMinCOco in CM JJ CO CO oo co Concre00 mo CO CMco COCM CO 5 CO in CO o10 0CMCO o COs COo 6o CMo m0 d. 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IU OQ OO (Q 0)O (0 S§^E 8 °•o m T-x^g,m ID OJ35*(0 Q5 << os§(I) OI55HIg^Q. ininN no(N g 1s <wD 00osg§- 1- 0)°- £Q 3C J3<0 !::(0 S« £& 5a 1^ |S 08 0 SiX .*a o» 0 3 m Nm a> | f T3 2 Profile Scenario: LA COSTA RIDGE - NEIGHBORHOOD 2.3 AND 2.4 SD LINE "G-1" (LATERAL LINE) CORTE BOSQUE Label: CO-100 Rim: 603.54 ft Sump: 595.52 ft Label: 1-113 Rim: 603.84 ft Sump: 596.89 ft Label: P-6 Up. Invert: 596.89 ft Dn. Invert: 596.02 ft L: 29.25 ft Size: 18 inch S:2.97% Label: 1-1 Rim] 603.96 ft Surrip: 596.16 ft 600.00 Elevation (ft) Label: P-5 Up. Invert: 596.16 ft Dn. Invert: 596.02 ft L: 3.25 ft Size: 18 inch 8:4.31% 595.00 0+00 0+50 Station (ft) Title: LA COSTA RIDGE - PA 2.3 & PA 2.4 Project Engineer: Anabella Hedman h:\stormcad\2352\101\sd system g.stm Hunsaker & Associates San Diego, Inc StormCAD v5.5 [5.5005] 03/11/05 11:36:39 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Profile Scenario: LA COSTA RIDGE - NEIGHBORHOOD 2.3 AND 2.4 SD LINE "G-2" (LATERAL LINE) OFFSITE CORTE BOSQUE 630.00 Label: CB-109 Rim: 626.90 ft Sump: 610.^1 ft 625.00 620.00 615.00 Label: P-3 Up. Invert: 610.81 ft Dn. Invert: 599.31 ft L: 57.80 ft Size: 18 inch S: 19.90% Elevation (ft) j 610.00 Label: Cd-107 Rim: 605.^9 ft Sump: 59)8.98 ft ! 605.00 600.00 0+00 0+50 Station (ft) 1 595.00 1+00 Title: LA COSTA RIDGE - PA 2.3 & PA 2.4 h:\stormcad\2352\101\sd system g.stm 03/11/05 11:36:45 AM © Haestad Methods, Inc. Hunsaker & Associates San Diego, Inc 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Anabella Hedman StormCAD v5.5 [5.5005] +1-203-755-1666 Page 1 of 1 V La Costa Ridge Neighborhoods 2.3 & 2.4 Drainage Study CHAPTER 5 INLET & CATCH BASIN SIZING AH:kc h:\raports\2352\101iidge 2.3 & 2.4\3rt submittana03.doc wo. 2352-101 3/11/2005 10:00AM LA COSTA RIDGE - NEIGHBORHOOD 2.3 AND 2.4 CURB INLET SIZING Type of Inlet ON-GRADE ON-GRADE ON-GRADE ON-GRADE ON-GRADE ON-GRADE ON-GRADE ON-GRADE Inlet at Node 113 203 503 507 511 514 517 403 Street Slope1 S (%) 4.10% 0.34% 3.00% 3.00% 3.00% 6.00% 6.00% 3.44% Surface Flow2 Q (cfs) 2.4 3.8 7.2 3.7 3.7 5.8 7.1 4.2 Gutter Depression a (ft) 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.33 Flow Depth3 y(ft) 0.27 0.42 0.37 0.31 0.31 0.32 0.33 0.31 Required Length of Opening4 (ft) 7.5 8.3 17.6 10.3 10.4 15.9 18.6 11.6 Use Length 5 (ft) 9 10 19 12 12 17 20 13 1 From street profiles in Improvement Plans 2 From AES ouput 3 From Manning's Equation: Q = (1.49/n)*A*S1/2*R2/3 The hydraulic radius, R, and area, A, are expressed as a function of the flow depth, y. Typical cross-section of a Type G gutter is used for the analysis. 4 Per City of Carlsbad Standards From Equation: Q = 0.7L(a+y)A3/2 5 Length shown on plans (Required Length of Opening + 1 foot) Type of Inlet SUMP SUMP SUMP SUMP SUMP SUMP SUMP Inlet at Node 111 206 303 306 409 413 416 Street Slope1 S (%) N\A N\A N\A N\A N\A N\A N\A Surface Flow2 Q (cfs) 2.4 6.4 5.2 5.0 8.1 5.7 11.9 Gutter Depression a (ft) N\A N\A N\A N\A N\A N\A N\A Flow Depth y(ft) N\A N\A N\A N\A N\A N\A N\A Required Length of Opening3 (ft) ' 1.2 3.2 2.6 2.5 4.0 2.9 6.0 Use Length 5 (ft) 5 5 5 5 6 5 7 1 From street profiles in Improvement Plans 2 From AES ouput 3 Per City of Carlsbad Standards From Ratio: Q/L = 2 5 Length shown on plans (Required Length of Opening + 1 foot) H:\EXCEL\2352\101\INLETS-CARLSBAD.xls 3/11/2005 1 of 1 LA COSTA RIDGE - NEIGHBORHOODS 2.3 AND 2.4 CATCH BASIN TYPE "F1 MAXIMUM CAPACITY CALCULATION Dimensions obtained from City of San Diego Standard Drawings (Drawing D-7): 4.5" 13.5" y = 0.405' (Centroid) Qmax=0.6AV(2gh) Qmax=0.6AV(2gh) Qmax = 0.6(1.875+0.1875)[V(2)(32.2)(1.125-0.405)] Qmax= 8-42 cfs per opening At Node 102: Q= 3.74 cfs One Opening: Easterly Side At Node 109: Q= 0.97 cfs One Opening: Easterly Side 3/11/2005 Of1 H:\EXCEL\2352\101\CB F.xls VI La Costa Ridge Neighborhoods 2.3 & 2.4 Drainage Study CHAPTER 6 DRAINAGE DITCH DESIGN AH:kc h:\rapoTts\23S2\101 ridge 2.312.4\3rt submittal\a03.doc wo 2352-101 3/11/2005 10:00 AM DRAINAGE DITCH SIZING LA COSTA RIDGE - NEIGHBORHOODS 2.3 AND 2.4 Drainage Ditch ID Node1 A B C D E F G H I J K L Conveyed Flow2 (cfs) 0.78 0.81 0.82 0.32 1.88 0.30 3.74 0.97 2.63 0.94 6.42 0.19 Drainage Ditch Size3 (ft) 3 3 3 3 2 2 3 2 2 3 3 3 Draiange Ditch Type3 Modified D Modified D Modified D Modified D B B Modified D B B Modified D Modified D Modified D 1 Refer to Developed Condition Hydrology Map (Chapter 6) 2 Flows from AES output (Chapter 3) 3 Refer to Grading Plans for Modified Type "D" Terrace Ditch Detail 3 Refer to San Diego Regional Std. Drawing, D-75, for Type "B" Brow Ditch Detail Maximum Capacities for Drainage Ditches Drainage Ditch Type B Modified D Drainage Ditch Size (ft) 2 3 Drainage Ditch Min. Slope (%) 1.00 1.00 Maximum Flow (cfs) 2.73 13.98 Based on a drainage ditch minimum slope, s = 1.00%, and Manning's n = 0.015 Refer to attached FlowMaster output for calculations (Chapter 6) Refer to Grading Plans for Modified Type "D" Terrace Ditch Detail Refer to San Diego Regional Std. Drawing, D-75, for Type "B" Brow Ditch Detail Type "B" brow ditches will be used where slope and/or wall constraints are present 3/11/2005 1 of 1 H:\EXCEL\2352\101\BDITCH.xls TERACE DITCH REPORT Label 2-ft BROW DITCH . 3-ft TERRACE DITCH Diameter (ft) 2.0 3.0 Discharge (cfs) 2.73 13.98 Slope (%) 1.00 1.00 Mannings "n" 0.015 0.015 Flow Deptn (ft) 0.50 1.00 Wetted Perimeter (ft) 2.10 3.70 Flow Area (ft*) 0.6 2.1 Velocity (ft/s) 4.39 6.73 n:\hydrology\ditches.fm2 05/06/04 12: 11:07 PM <B Haestad Methods, Inc. Hunsakar & Associates - San Diego, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer. Anabella Hedman FlowMaster v7.0 [7.0005] +1-203-755-1666 Page 1 of 1 TERRACE DITCH CROSS SECTION Project Description Worksheet Flow Element Method Solve For Cross Section Circular Channe Manning's Formi Channel Depth Section Data Mannings Coeffic }.01 5 Slope Depth Diameter Discharge Diameter 3s-. 7S T Freeboard = 0.50 ft Depth NTS h:\flow-m\2167\4\4thsubmittalVtOOyrbditch.frn2 06/18/03 03:34:28 PM © Haestad Methods, Inc. Hunsaker & Associates • San Diego, Inc. 37 Brookside Road Waterburv. CT 06708 USA Project Engineer Arabella Hedman FlowMaster v6.1 [614o] .(?,Q3V 7S.s-i RPR P*«« 1 "f 1 VII La Costa Ridge Neighborhoods 2.3 & 2.4 Drainage Study CHAPTER 7 RIPRAP SIZING AH:kc H:\raports\2352M01lHge 2.3 & 2.<V3rd submlttal\a03.doc w.o. 2332-101 3/11/2005 10:00 AM RIPRAP SIZING LA COSTA RIDGE - NEIGHBORHOODS 2.3 AND 2.4 DITCH K (Refer to Developed Condition Hydrology Map in Chapter 9) Ditch Diameter, D = 3.0 ft Velocity, v= 10.40 fps (From FlowMaster Output) Use D-40: Type 1 Rock Class: Light (Per SDRSD D-40 and 2003 Regional Supplement to "Greenbook 2003" Standard Specifications) Length, L= 12.0 ft Upstream Width, W= 6.0 ft Downstream Width, W= 9.0 ft Using 3:1 side slopes and placing riprap up to the top of pipe: Total Upstream W = 15.0 ft Total Downstream W= 18.0 ft (Per SDRSD D-40) Thickness, T = 4.0 ft (Per 2003 Regional Supplement to "Greenbook 2003" Standard Specifications and based on three times the D50) Filter Blanket: Upper Layer: 1\2 " Crushed Rock (or equivalent) Thickness, T= 1.0 ft Lower Layer: Not Required (Per 2003 Regional Supplement to "Greenbook 2003" Standard Specifications DITCH L (Refer to Developed Condition Hydrology Map in Chapter 9) Ditch Diameter, D = 3.0 ft Velocity, v= 1.97 fps* (From FlowMaster Output) * Although riprap is not required here since the velocity is less than the minimum requirement of 6-fps, the riprap was designed per the minimum 6-fps velocity requirement to be more conservative. 3/11/2005 1of2 H:\EXCEL\2352\101\3rdSUBMITTAL\RIPRAP-CARLSBAD.xls RIPRAP SIZING LA COSTA RIDGE - NEIGHBORHOODS 2.3 AND 2.4 Use D-40: Type 1 Rock Class: No. 3 Backing (Per SDRSD D-40 and 2003 Regional Supplement to "Greenbook 2003" Standard Specifications) Length, L= 12.0 ft Upstream Width, W= 6.0 ft Downstream Width, W= 9.0 ft Using 3:1 side slopes and placing riprap up to the top of pipe: Total Upstream W = 15.0 ft Total Downstream W= 18.0 ft (Per SDRSD D-40) Thickness, T= 1.2 ft (Per 2003 Regional Supplement to "Greenbook 2003" Standard Specifications and based on three times the D50) Filter Blanket: Upper Layer: 3/16 " Crushed Rock (or equivalent) Thickness, T= 1.0 ft Lower Layer: Not Required (Per 2003 Regional Supplement to "Greenbook 2003" Standard Specifications 3/11/2005 2 of 2 H:\EXCEL\2352\101\3rdSUBMITTAL\RIPRAP-CARLSBAD.xls FLOW DETERMINATION INTO OFFSITE DITCHES LA COSTA RIDGE - NEIGHBORHOODS 2.3 AND 2.4 FLOW INTO TERRACE DITCH I: STEP 1 : Determine Time of Concentration (Tc): U/S Elevation = 660.00 ft D/S Elevation = 625.00 ft AE= 35.00 ft Flowlength, L = 285.13 ft = 0.054 miles fll 9L3 V'385 (Appendix 8.3) Time of Concentration, Tc = 0.023 hours Time of Concentration, T c = 1.36 min STEP 2: Determine Intensity for 100-Year Storm Event (I100): 100-year, 6-Hour Percipitation, P100,6 = 2.9 inches (Appendix 8.1) Duration, D = Tc / = 7 .44 p6 D -0'645 (Appendix 8.2) Intensity, lwo = 17.69 in/hr STEP 3: Determine Runoff for 1 00-Tear Storm Event (Q10o): Runoff Coefficient, C = 0.45 (Appendix 8.5) Drainage Area, A = 0.33 acres Q = CIA Runoff, Q100 = 2.63 cfs 3/11720059:34 PM 1 of 4 H:\EXCEL\2352\101\3rdSUBMITTAL\DITCHQ.xls FLOW DETERMINATION INTO OFFSITE DITCHES LA COSTA RIDGE - NEIGHBORHOODS 2.3 AND 2.4 FLOW INTO TERRACE DITCH J: STEP 1 : Determine Time of Concentration (Tc): U/S Elevation = 708.20 ft D/S Elevation = 625.00 ft AE = 83.20 ft Flowlength, L = 304.39 ft = 0.058 miles 1111 -j (Appendix 8.3) Time of Concentration, Tc = 0.018 hours •m Time of Concentration, T c = 105 min * •m. m STEP 2: Determine Intensity for 100-Year Storm Event (I100): 100-year, 6-Hour Percipitation, P100i6= 2.9 inches (Appendix 8.1) Duration, D = Tc >*a* I = 7.44P6D"0645 (Appendix 8.2) ;!WI ^ Intensity, 1 100 = 20.89 in/hr STEP 3: Determine Runoff for 100-Tear Storm Event (Q100): "* Runoff Coefficient, C = 0.45 (Appendix 8.5) Drainage Area, A = 0.30 acres Runoff, Q100 = 2.82 cfs 3/11/20059:34 PM 2 of 4 H:\EXCEL\2352\101\3rd SUBMITTAL\DITCH Q.xls FLOW DETERMINATION INTO OFFSITE DITCHES LA COSTA RIDGE - NEIGHBORHOODS 2.3 AND 2.4 FLOW INTO TERRACE DITCH K: STEP 1: Determine Time of Concentration (Tc): Time of Concentration, Tc = 5.00 min (worst case scenario) STEP 2: Determine Intensity for 100-Year Storm Event (I100): 100-year, 6-Hour Percipitation, P100,6 = 2.9 inches (Appendix 8.1) Duration, D = Tc 7 = 7.44P6£>~0645 (Appendix 8.2) Intensity, 11 oo = 7.64 in/hr STEP 3: Determine Runoff for 100-Tear Storm Event (Q100): Runoff Coefficient, C = 0.55 (Appendix 8.5) Drainage Area, A = 0.68 acres Q = CIA Runoff, Q100 = 2.85 cfs Total Q for Ditch K = Ditch I + Ditch J + Ditch K Total Runoff for Ditch K, Q100 = 8.30 cfs 3/11/20059:34 PM 3 of 4 H:\EXCEL\2352\101\3rd SUBMITTAL\DITCH Q.xls FLOW DETERMINATION INTO OFFSITE DITCHES LA COSTA RIDGE - NEIGHBORHOODS 2.3 AND 2.4 <* M FLOW INTO TERRACE DITCH L: » STEP 1: Determine Time of Concentration (Tc): m Time of Concentration, Tc = 5.00 min (worst case scenario) STEP 2: Determine Intensity for 100-Year Storm Event (I100): 100-year, 6-Hour Percipitation, P100 6 = 2.9 inches (Appendix 8.1) Duration, D = T,c / = 7.44 P6 D -0'645 (Appendix 8.2) Intensity, 1100 = 7.64 in/hr STEP 3: Determine Runoff for 100-Tear Storm Event (Q100): Runoff Coefficient, C = 0.55 (Appendix 8.5) Drainage Area, A = 0.05 acres Q = CIA Runoff, Q.,00= 0.19 cfs 3/11/20059:34 PM 4 of 4 H:\EXCEL\2352\101\3rd SUBMITTALADITCH Q.xls Worksheet for 3' Ditch K Flow Element: Friction Method: Solve For: Circular Pipe Manning Formula Normal Depth Roughness Coefficient: Channel Slope: Diameter Discharge: Normal Depth: Flow Area: Wetted Perimeter: Top Width: Critical Depth: Percent Full: Critical Slope: Velocity: Velocity Head: Specific Energy: Froude Number. Maximum Discharge: Discharge Full: Slope Full: Flow Type: Downstream Depth: Length: Number Of Steps: 0.015 5.18 3.0 8.30 0.51 0.80 2.55 2.25 0.91 17.0 0.00519 10.40 1.68 2.19 3.08 141.51 131.56 0.00021 Supercritical j—.,*. .^ 0.00 0 GVFi Upstream Depth: 0.00 Profile Description: N/A Profile Headloss: 0.00 Average End Depth Over Rise: 0.00 Normal Depth Over Rise: 0.00 Downstream Velocity: 0.00 ft cfs 5TW-1 Bl£&si&ft ft2 ft ft ft % ft/ft ft/s ft ft ff/s ft3/s ft/ft ft/s Worksheet for 3' Ditch L Flow Element: Friction Method: Solve For: Circular Pipe Manning Formula Normal Depth Roughness Coefficient: Channel Slope: Diameter: Discharge: 0.015 1.16 3.0 0.19 ft cfs Normal Depth: Flow Area: Wetted Perimeter: Top Width: Critical Depth: Percent Full: Critical Slope: Velocity: Velocity Head: Specific Energy: Froude Number: Maximum Discharge: Discharge Full: Slope Full: Flow Type: 0.12 0.10 1.22 1.18 0.13 4.0 0.00753 1.97 0.06 0.18 1.22 66.97 62.25 0.00000 Supercritical ft ft2 ft ft ft % ft/ft ft/s ft ft ff/s ff/s ft/ft Downstream Depth: Length: Number Of Steps: 0.00 0.00 0 ft ft Upstream Depth: 0.00 Profile Description: N/A Profile Headless: 0.00 Average End Depth Over Rise: 0.00 Normal Depth Over Rise: 0.00 Downstream Velocity: 0.00 ft ft % % ft/s 2D OR 2 ff (mm.)EndwoH (Apical) PLAN ConcreteChannel -D nun. SECTION B-B 0 = Pipe Diameter W - Bottom Width of Channel u5T(mift.)Flow -Filter Blanket SOI, doss 420-C-2000 Concrete SECTION A-A 1. Plans shad specify:Rock Class and thickness CO-Filter material, number of layers and thickness.ip rap shall be either quarry stone or brokenconcrete (if shown on the plans.) Cobblesare not acceptable.Rip rap shall be placed over filter blanket which maybe either granular material or filter fabric. See Regional Supplement Amendments for selectionof rip rap and filter blanket.Rip rap energy dissipators snll be designated as either Type 1 or Type 2. Type 1 shall be with concrete sill; Type 2 shall be without silL BY THE SAN OEM REQONAL STANDARDS CQMMTtEE R.C.E. 19246 Oats ORAWNG NUMBER D-40 SAN DIEGO REGIONAL STANDARD DRAWING RIP RAP ENERGY DISSIPATOR Revision ORIGINAL Approved Kerehevol 12/7J Date SEE SDD-100 2003 REGIONAL SUPPLEMENT 200-1.6.3 Quality Requirements Page 45 - First paragraph, second sentence change "60 days" to "30 days". 200-1.7 Selection of Riprap and Filter Blanket Material Table 200-1.7 Velocity Meters/Sec (Ft/Sec) (1) 2(6-7). 2.2 (7-8) 2.6 (8-9.5) 3(9.5-11) 3.5(11-13) 4 (13-15) 4.5 (15-17) 5.5 (17-20) Rock Class (2) No. 3 Backing No. 2 Backing Facing Light 220 kg (1/4 Ton) 450 kg 04 Ton) 900 kg (1 Ton) l.STonne (2 Ton) Rip Rap Thic k- Nes s irrn 0.6 1.0 1-4 2,0 2,7 3.4 4.3 5.4 Filter Blanket Upper Laverfs) (3) Option 1 Sect. 200 (4) 5 mm (3/1 6") 6 mm (1/4") 9.5 mm (3/8") 12.5 mm 04") 19 mm (3/4") 25 mm (1") 37.5 mm (1-1/2") 50 mm (2") Optio n2 Sect.4 00 (4) C2 B3 _.«• _ ... .... _ _. _ ... — Option 3 (5) D.G. D.G. D.G. 25mm (3/4"- 1-1/2") 25mm (3/411- 1-1/2") 25mm (3/4"- 1-1/2") TYPEB TYPES Lower Layer (6) _. .... _w« «.«.. SAND SAND SAND SAND See Section 200-1.6. see also Table 200-1.6 (A) Practical use of this table is limited to situations where "T" is less than inside diameter. (1) Average velocity in pipe or bottom velocity in energy dissipater, whichever is greater. (2) If desired rip rap and filter blanket class is not available, use next larger class. (3) Filter blanket thickness = 0.3 Meter (1 Foot) or "T", whichever is less. (4) Standard Specifications for Public Works Construction. (5) D.G. = Disintegrated Granite, 1mm to 10mm. P.B. = Processed Miscellaneous Base. .8 VIII La Costa Ridge Neighborhoods 2.3 & 2.4 Drainage Study CHAPTER 8 APPENDICES Appendix 8.1 100-Year, 6-Hour Isopluvial Map AH:kc n:\ropor1s\2352\101rWge 2.3 & 2.4ttrd submlttal\a03.doc w.o. 2352-101 3/11/2005 10:OOAM La Costa Ridge Neighborhoods 2.3 & 2.4 Drainage Study CHAPTER 8 APPENDICES Appendix 8.2 Rainfall-Duration Design Chart AH:kc H:\reports\2352\101rii3ge 2.3 & 2.4\3rd submmal\a03.doc w.o. 2352-101 3/11/2005 10:00 AM «- z: -Ql UJ c: -t-> cu S-O Q M- _c O"O t— C in o +j H-C • O -r- 03 CUfO 5"j i— •'"^ ^5 f~~ "O O ^O TD T3 >->LT> .Q -i- •(-> >. C >! QJ S-«3ra « J-J-OJOC-ID (00 i— =3JC 13 35 40OT- -I-1 <U OCT >,i — o +J i— .t; , —U3 01 4-> O CU C. Cl r— CS_ C C 0 Jr3 C. -r- nj O«J 4- 73 v- ojunr; s- i- t-c o c «=r to 4J••— -a O </J 4J OJ Cu fOECU C. «f- «4_ o JZ $_-M v 10 » >r- a 2: -t-> +-> aCO O JC E» — . ^-- — • C T3 •-M<U-Mr— OJ C T- 1-0OJr— .iTJCCT. O O >>OJ•OOJCJ-3 OC« CL -MMVJ -r" >-\ C "r- *O C C *^* >>••in r3 4-> i- a Q OJ tor—CCLOJ-OOZ; <a •«- T- JT cmOfOjCOJO -4-> CD 4-> -M -M OJC•T** pr [ * ^ ^ rt« . - ^- ^ ^ | * ^•*-* C 1- CL-4-* •*-> •*J JS CnscJ--r--arJt-T- -r- en -i-cnoooi-c-a ocro. c. a c•r™ *r~ *t-» • Q., f^ <U QJ *T*~ *v "r™» O CJ *r™* H» i ^ • y ^ ^^ f | fj C ^f*^ QJ CL RJ U1 OJ O O C.4J OJ O JC • +•> J3 <-r-c<a. e. .3:0. O.-M <u «/» ca.a~ i- J-OJCT-O S- "r- O vi O "O _t^ c/) • ^""* • (O C *r™ *r* O O E CLi — C -r-J--t-> S-JC -^i — OJ4JH~* CJ *O lO *^ ~* <rt 10 _t^ y _r"^ ^j ^« c fOS- E +» c» -a. •>- otrt. C3, . i— C -M-t-«* U\ «O CU «O OJ r— OC S- <U ia CD CO CSJ OJ -C 4-> r—f^ E *"^ Vj 3 -j— • Z3 | * f^ ^3 +& 21 •i"' W^•t— o OJ c in T-J »a o o <d o -i— eu +-> i-«*JZiaCU •OJCJCO r— «t- S-r— -C -Co u_ ca i— zn ca <-M-»->4-> 0.0 QCS. H- -t-> t. Q r— OJ -CO **• U> *i->%.>10c QJ *^"5 c:o*r-"cr^U • 3Jt, ^~ f-^f^T t- • t—U3 CM^-Q. Q.* 1•tl04a. «« •+J£«a)CO0}a0•4-*• OJ• J- i —C J= J3•r- ^s^. «O ECOT-" -r-^^™ 3 • 0,.. cr c ii cu E £Q U-u_-ac cu O -M i- O •<-> CDnj i —O CDT- in a. < 0 "•"a. * 4-*o•a 2:QJ *•4-* C/lii => n •1'" J (1to -a oa. •<•«->"-« i — CM <*) «* U. . C(r~^^^_Q r— t **tu < •:p t ^ C•^ )^ ^ V 6-Hour Precipitation (inches) L-/—>./—i , y . to La Costa Ridge Neighborhoods 2.3 & 2.4 Drainage Study CHAPTER 8 APPENDICES Appendix 8.3 Nomograph for Determination of Time of Concentration (Tc) for Natural Watersheds AH:kc h:\reports\2352\101ridge 2.3 & 2.4\3rd submittal\a03.doc w.o 2352-101 3/11/2005 10:00 AM m m .3 as 4000 3000 H 7c ~ 77/77S O/ i - LencfM of M ' Dtffere/jcs in e/£va.h'4n e/fee ft re shoe ///?<? (See Appendix X-3) L — ADD TEN MINUTES TO COMPUTED TIME OF CON- ! CENTRATION. * H SAN DIEGO COUNTY QF SPFCI.AI NOMOGRAPH FOR DETERMINATTON ,.,.JQF«JIMF-..OP r.nwrrwTR ATIQMJTr\ La Costa Ridge Neighborhoods 2.3 & 2.4 Drainage Study CHAPTER 8 APPENDICES Appendix 8.4 Urban Areas Overland Time of Flow Curves AH:kc h:\reports\2352M01ridge 2.3 12 4\3cd submittal\a03.doc w.o. 2352-101 3/11/2005 10:00 AM 7~/M£ 0F S&J £/rc/7 •• Lf/rg/A of /7ow • 300 // S/ope */,#'/. Coeffa/<s/7/ a/ fan off. C • .SO '• fctrfonaf f/cwf/'rae */J M//7t//fS SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES URBAN AREAS OVERLAND TIME OF FLOW CURVES La Costa Ridge Neighborhoods 2.3 & 2.4 Drainage Study CHAPTER 8 APPENDICES Appendix 8.5 Runoff Coefficients (Rational Method) AH:kc h:\reportt\2352VI01rtdge 2.3 & 2.«3rd submtttal\a03 doc w.o. 2352-101 3/11/2005 10:00 AM m m RUNOFF COEFFICIENTS (RATIONAL METHOD) DEVELOPED AREAS (URBAN) Coefficient, C Soil Group m Land Use A-B £ D Residential: i Single Family '.-.••" . (' .40 .45 .50 .55 Multi-Units : .45 .50 .60 .70 Mobile Homes . .45 .50 .55 .65 Rural (lots greater than 1/2 acre) .30 .35 .40 .45 Commercial l2' • ' 80% Impervious .70 .75 .80 .85 Industrial.121 90% Impervious .80 .85 .90 .95 NOTES: 111 Soil Group maps are available at the offices of the Department of Public Works. 121 Where actual conditions deviate significantly from the tabulated imp'erviousness values of 80% or 90%, the values given for coefficient C, may be revised by multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated imperviousness. However, in no case shall the final coefficient be less than 0.50. For example: Consider commercial property on D soil group. Actual imperviousness = 50% Tabulated imperviousness = 80% Revised C = 5JD x 0.85 = 0.53 • 80 IV-A-9 IX m m La Costa Ridge Neighborhoods 2.3 & 2.4 Drainage Study ,41 CHAPTER 9 HYDROLOGY EXHIBITS Exhibit A Developed Condition Hydrology Map AH:kc h:\reports\2352\101i1d8e 2.3 & 2.4\3ri SLbmittd\a03.doc w.o, 2352-101 3/11/2005 10:00 AM