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HomeMy WebLinkAboutCT 04-04; La Costa Ridge Neighborhood 2.5; Drainage Study; 2005-05-15HUNSAKER ^ASSOCIATES SAN DIECO, PLANNING ENGINEERING SURVEYING IRVINE LOS ANGELES RIVERSIDE SAN DIEGO DRAINAGE STUDY for LA COSTA RIDGE NEIGHBORHOOD 2.5 City of Carlsbad, California Prepared for: Real Estate Collateral Management Company c/o Morrow Development 1903 Wright Place Suite 180 W.O. 2352-100 DAVE HAMMAR LEX WILLIMAN ALISA VIALPANDO DAN SMITH RAY MARTIN 10179 Huennekens St. San Diego, CA 92121 (858) 558-4500 PH (858)558-1414 FX www.HunsakerSD.com lnfo@HunsakerSD.com May 3, 2004 Revised: November 19, 2004 March 11, 2005 May 18, 2005 Hunsaker & Associates San Diego, Inc. Rayhiond L. Martin, R.C.E. Vice President AH:kc h:\repoits\23S2\100 lidge Z.SUth subiiilttal\a(M.dac W.O. 2352-100 5/18/2005 8:43 AM La Costa Ridge - Neighborhood 2.5 Drainage Study TABLE OF CONTENTS SECTION Chapter 1 - Executive Summary 1.1 Introduction 1.2 Existing Condition 1.3 Proposed Project 1.4 Summary of Results 1.5 Conclusion 1.6 References Chapter 2 - Methodology & Model Development 2.1 City of Carlsbad Drainage Design Criteria 2.2 Rational Method Hydrologic Analysis 2.3 Storm Drain System Analysis Chapter 3 - Rational Method Hydrologic Analysis III 3.1 Weighted Runoff Coefficient Calculations 3.2 100-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 AH:l(c h:\repoits\2352\100 rldga 2.S\4lh submmal\a04.doc W.O. 2352-100 5/18/2005 8:42 AM La Costa Ridge - Neighborhood 2.5 Drainage Study Chapter 7 - Appendices Vll Appendix 7.1 100-Year, 6-Hour Isopluvial Plan Appendix 7.2 Rainfall-Duration Design Chart Appendix 7.3 Nomograph for Determination of Time of Concentration (Tc) for Natural Watersheds Appendix 7.4 Urban Areas Overland Time of Flow Curves Appendix 7.5 Runoff Coefficients (Rational Method) Chapter 8 - Hydrology Exhibits Vlll Exhibit A Developed Condition Hydrology Map AH:kc h:\reixxts\Z352M0O ndge 2.S\4Ui subiiiltlalNa04.doc W.O. 2352-100 5/18/2005 8:42 AM La Costa Ridge - Neighborhood 2.5 Drainage Study EXECUTIVE SUMMARY 1.1 - Introduction La Costa Ridge Neighborhood 2.5 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, Rancho Santa Fe Road to the east, La Costa Ridge Neighborhoods 2.2 and 2.3 to the west and La Costa Ridge Neighborhood 2.1 to the northwest. or MARCOS 11 •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 AH:kc h:\repartst2352\100 ridge 2.SV4tli subinltlal\a04.doc W.O. 2352-100 5/18/2005 8:42 AM La Costa Ridge - Neighborhood 2.5 Drainage Study 1.2 - Existinq Conditions Located in the Batiquitos watershed, the 27-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 ofthe La Costa Ridge Planning Area 2.5 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 Proiect 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 three proposed stomri drain systems which will tie into an existing storm drain line, already depicted in Drawing No. 397-3. The storm drain elements proposed in this report for Neighborhood 2.5 will tie to the existing storm drain system at three different locations: • At Sitio Tortuga between Stations 17+00 and 18+00 (at Node 100) • At Sitio Tortuga between Stations 15+00 and 16+00 (at Node 200) • At Sitio Avellana between Stations 15+00 and 16+00 (at Node 300) For node locations see the "Developed Condition Hydrology Map" located in Chapter 9 as Exhibit A. 1.4 - Summarv 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 (see Section 3.1). All runoff coefficients are based on the "San Diego County Hydrology Manuar. 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 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). AH:kc ti:\repoitst2352\100 ridge 2.5\4th subnimalVa04.doc W.O. 2352-100 5/18/2005 8:42 AM La Costa Ridge - Neighborhood 2.5 Drainage Study TABLE 1 Summary of Hydrologic Results Outfall Node ID Storm Drain Systems Drainage Area (acres) 100-Year Peak Flow (cfs) 100-Year Peak Flow per MG Study* (cfs) 100 A and B 11.0 22.5 25.7 200 B 13.8 22.8 35.1 300 C 4.4 9.5 12.5 Total n/a 29.2 54.8 73.3 * 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 25%. 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. Post-construction BMP methodology, calculations, and sample devices for each storm drain system has been presented in the storm water management plan (SWMP) entitled "Preliminary Storm Water Management Plan for La Costa Ridge Neighborhood 2.5" 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. Upon finalizing the design ofthe 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). 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). One catch basin at Node 202 has been modified to have an opening height of 13.5- inches rather than the standard 9-inches. AH:kc h:\repoTts\2352\100 ridge 2.SWI1 submittal\a04.doc W.O. 2352-100 5/18/2005 8:42 AM La Costa Ridge - Neighborhood 2.5 Drainage Study Finally, 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 ofthe proposed drainage ditches was determined to be considerably less than the maximum capacity they can handle (see Chapter 6). 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 shall safely collect and convey peak discharge through the development. AH:kc h:\iBpaits\2352M0O ridge 2.5\4tll 5ubniitlal\a04.doc W.O. 2352-100 5/18/2005 8:42 AM La Costa Ridge - Neighborhood 2.5 Drainage Study 1.6— References "San Diego County Hydro/ogy 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 Neighborhood 2.5"; 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\2352\ia0 ridge 2.5V4th suliniittalVa04.doc w.o. 2352-100 5/18/2005 8:42 AM La Costa Ridge - Neighborhood 2.5 Drainage Study CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.1 - City of Carlsbad Drainage Design Criteria AH:kc h:\ieporis\2352M00 ridge 2.5\4Mi submitlal\a04.doc W.O. 2352-100 5/18/2005 8:42 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. 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 othenwise 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. INLETS A Curb inlets at a sump condition should be designated for two CFS per lineal foot of opening when headwater may rise to the top of curb. B. Curb inlets on a continuous grade should be designed based on the following equation: 3/2 Q = 0.7 L (a + y) Where: y = depth of flow in approach gutter in feet a = depth of depression of flow line at inlet in feet L = length of clear opening in feet (maximum 30 feet) Q = flow in CFS, use 100-year design storm minimum 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 All catch basins shall have an access hole in the top unlesis 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 curt) return or driveway. R 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. STORMDRAINS A Minimum pipe slope shall be .005 (.5%) unless othenwise approved by the City Engineer. B. Minimum stonn 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 r\ol 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. R 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 ail 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 stomn, i.e., HGL above the sofflt 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 11 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 - Neighborhood 2.5 Drainage Study CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.2 - Rational Method Hydrologic Analysis AH:kc h:\repoi1s\2352M00 ridge 2.5V4th subniMana04.doo W.O. 2352-100 5/18/2005 8:42 AM La Costa Ridge - Neighborhood 2.5 Drainage Study 2.2 - Rational Method Hydrologic Analvsis Computer Software Package - AES-99 Design Storm - 100-Year Return Interval Land Use -Single-Family Residential 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 high permanent water table, soils with clay pan or clay layer at or near the surface, and shallow soils over nearly impervious materials. Group D soils have a very slow rate of water transmission. Runoff Coefficient - In accordance with the County of San Diego standards, single-family residential areas were designated a runoff coefficient of 0.55 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:\ie|)orts\2352\100 ridge 2.5\4tli subniitlalVa04.doc W.O. 2352-100 5/18/2005 8:42 AM La Costa Ridge - Neighborhood 2.5 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 infomnation 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:\raport5t2352\100ridoe2.SV4tlisutimttal\a04.doc W.O. 2352-100 5/18/2005 8:42 AU La Costa Ridge - Neighborhood 2.5 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 (la/lb); Tp = Ta b. In some cases, the collection stream with the shorter time of concentration has the larger Q. Then the smaller Q is adjusted by a ratio ofthe T values, Qp = Qb + Qa (Tb^-a); Tp = Tb AH:kc li:\iepans\2352\100 ridge 2.5UlhsiibniMal\aa4.doc W.O. 2352-100 5/18/2005 8:42 AM La Costa Ridge - Neighborhood 2.5 Drainage Study CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.3 - Storm Drain System Analysis AH:kc h:\reporis\23S2\100 ridge 2.5V4th submmal\a04.doc W.O. 2352-100 5/18/2005 8:42 AM La Costa Ridge - Neighborhood 2.5 Drainage Study 2.3 - Storm Drain Hvdraulic Analvsis Computer Software - StormCAD Design Storm - 100-Year Return Interval Storm drain systems in this analysis were sized to prevent street flooding and to predict outlet velocities to receiving channels. The StormCAD computer program, developed by Haested Methods, was used to predict hydraulic grade lines, pipe flow travel times, and velocities in the storm drain systems. Required input includes the peak flowrate at each inlet, upstream and downstream inverts, pipe lengths, and rim elevations. Flow calculations are valid for both pressure and varied flow situations, including hydraulic jumps, backwater, and drawdown curves. The gravity network solution is solved using a numerical model that utilizes both the direct step and standard step gradually varied flow methods. Junction losses are modeled using the standard method, which calculates structure headloss based on the structure's exit velocity (velocity at the upstream end ofthe downstream pipe). The exit velocity head is multiplied by a user-entered coefficient to determine the loss according to the following formula: Hs = K * Vo^ / 2g Where Hs = structure headloss (ft.) K = headloss coefficient Vo = exit pipe velocity (ft/s) G = gravitational acceleration (ft/s^) 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 Ii:\repoi1s\2352\100 ridge 2.SV4tli subiTilttal\a04.doc W.O. 2352-100 5/18/2005 8:42 AM Headloss Coefficients for Junctions These are typical headloss coefficients used in the standard method for estimating headloss through manholes and junctions. Typical Headloss Coefficients Type of Manhole Diagram Headloss Coefficient Trunkline only with no bend at the junction ^—--^ Trunkline only with 45 degree bend at junction Trunkline only with 90 degree bend at junction Trunkline with one lateral Two roughly equivalent entrance lines with angle < 90 degrees between lines Two roughly equivalent entrance lines with angle > 90 degrees between lines Three or more entrance lines 0.5 0.6 0.8 Small 0.6 Large 0.7 0.8 0.9 1.0 Related Information Headiosses Method Section La Costa Ridge - Neighborhood 2.5 Drainage Study CHAPTER 3 RATIONAL METHOD HYDROLOGIC ANALYSIS 3.1 - Weighted Runoff Coefficient Calculations AH:ko h:\ieporisl2352\100 ridge 2.S\4tn subniMana04.doc W.O. 2352-100 5/18/2005 8:42 AM LA COSTA RIDGE - NEIGHBORHOOD 2.5 WEIGHTED RUNOFF COEFFICIENT CALCULATIONS SUBAREA FROM NODE 106 TO NODE 107 Constructed Slope: Paved Street: Al = 0.71 ac A2 = 0.30 ac Ci = 0.55 C2 = 0.95 '-'If YA A, +A-, Cw = 0.67 La Costa Ridge - Neighborhood 2.5 Drainage Study CHAPTER 3 RATIONAL METHOD HYDROLOGIC ANALYSIS 3.2 - 100-Year Developed Condition AES Model Output AH:kc h:VBpoi1s\2352\100 ridge 2.5\4tli 5ubmittal\a04.doc W.O. 2352-100 5/18/2005 3:42 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 OF STUDY ************************** * LA COSTA RIDGE - NEIGHBORHOOD 2.5 * * lOO-YEAR DEVELOPED CONDITION HYDROLOGY ANALYSIS * * W.0.# 2352-100 PREPARED BY: AH * ************************************************************************** FILE NAME: H:\AES99\2352\100\DEV100.DAT TIME/DATE OF STUDY: 15:39 3/10/2005 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOim DILATION 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 2.5 (NORTH) - STO. TORTUGA AND STO. CABALLERO (NODE SERIES 100) **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 >>>>>RATI0NAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 258.00 UPSTREAM ELEVATION = 53 0.00 DOWNSTREAM ELEVATION = 490.00 ELEVATION DIFFERENCE = 4 0.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = G.378 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.531 SUBAREA RUNOFF(CFS) = 1.3 3 TOTAL AREA(ACRES) = 0.3 7 TOTAL RUNOFF(CFS) = 1.3 3 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 490.00 DOWNSTREAM ELEVATION = 449.50 STREET LENGTH(FEET) = 595.00 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) = 4.29 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.3 0 HALFSTREET FLOODWIDTH(FEET) = 8.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.14 PRODUCT OF DEPTH&VELOCITY = 1.52 STREETFLOW TRAVELTIME(MIN) = 1.93 TC(MIN) = 8.31 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.508 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.95 SUBAREA RUNOFF(CFS) = 5.91 SUMMED AREA(ACRES) = 2.32 TOTAL RUNOFF(CFS) = 7.24 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOODWIDTH(FEET) = 10.52 FLOW VELOCITY(FEET/SEC.) = 5.90 DEPTH*VELOCITY = 1.99 **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 119.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 22.3 UPSTREAM NODE ELEVATION = 441.00 DOWNSTREAM NODE ELEVATION = 440.00 FLOWLENGTH(FEET) = 3.00 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.24 TRAVEL TIME(MIN.) = 0.00 TC(MIN.) = 8.31 **************************************************************************** FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.31 RAINFALL INTENSITY(INCH/HR) = 5.51 TOTAL STREAM AREA(ACRES) = 2.32 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.24 **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .6700 INITIAL SUBAREA FLOW-LENGTH = 498.00 UPSTREAM ELEVATION = 520.00 DOWNSTREAM ELEVATION = 45 9.50 ELEVATION DIFFERENCE = 60.50 URBAN SLTBAREA OVERLAND TIME OF FLOW (MINUTES) = 7.514 *CAUTION: SUBAREA SLOPE EXCEEDS COtlNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY (INCH/HOtTR) = 5.875 SUBAREA RUNOFF(CFS) = 3.98 TOTAL AREA(ACRES) = 1.01 TOTAL RUNOFF(CFS) = 3.98 + + I See Section 3.1 for Weighted Runoff Coefficient calculations used | I for the subarea above from Node 106 to Node 107. | + -1- **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 112.00 IS CODE = 6 > >>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 459.50 DOWNSTREAM ELEVATION = 449.00 STREET LENGTH(FEET) = 160.00 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) = 4.75 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.31 HALFSTREET FLOODWIDTH(FEET) = 8.98 AVERAGE FLOW VELOCITY (FEET/SEC.) = 5.14 PRODUCT OF DEPTH&VELOCITY = 1.57 STREETFLOW TRAVELTIME(MIN) = 0.52 TC(MIN) = 8.03 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.628 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.55 SUMMED AREA(ACRES) = 1.51 TOTAL RUNOFF(CFS) = 5.52 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.32 HALFSTREET FLOODWIDTH(FEET) = 9.49 FLOW VELOCITY(FEET/SEC.) = 5.42 DEPTH*VELOCITY = 1.71 **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 119.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.1 UPSTREAM NODE ELEVATION = 441.00 DOWNSTREAM NODE ELEVATION = 440.00 FLOWLENGTH(FEET) = 2 9.00 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.52 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 8.09 **************************************************************************** FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 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.) = 8.09 RAINFALL INTENSITY(INCH/HR) = 5.60 TOTAL STREAM AREA(ACRES) = 1.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.52 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.24 8.31 5.507 2.32 2 5.52 8.09 5.604 1.51 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 12.63 8.09 5.604 2 12.66 8.31 5.507 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.66 Tc(MIN.) = 8.31 TOTAL AREA(ACRES) = 3.83 **************************************************************************** FLOW PROCESS FROM NODE 119.00 TO NODE 104.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) =16.1 UPSTREAM NODE ELEVATION = 440.00 DOWNSTREAM NODE ELEVATION = 424.00 FLOWLENGTH(FEET) = 180.00 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 12.66 TRAVEL TIME(MIN.) = 0.19 TC(MIN.) = 8.4 9 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 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.) = 14.8 UPSTREAM NODE ELEVATION = 42 7.00 DOWNSTREAM NODE ELEVATION = 413.00 FLOWLENGTH(FEET) = 198.00 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 12.66 TRAVEL TIME(MIN.) = 0.22 TC(MIN.) = 8.72 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 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.) = 8.72 RAINFALL INTENSITY(INCH/HR) = 5.34 TOTAL STREAM AREA(ACRES) = 3.83 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.66 **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 495.00 UPSTREAM ELEVATION = 448.80 DOWNSTREAM ELEVATION = 422.50 ELEVATION DIFFERENCE = 26.30 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.623 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.204 SUBAREA RUNOFF(CFS) = 2.87 TOTAL AREA(ACRES) = 1.24 TOTAL RUNOFF(CFS) = 2.87 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 105.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU StrBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.4 UPSTREAM NODE ELEVATION = 414.00 DOWNSTREAM NODE ELEVATION = 413.00 FLOWLENGTH(FEET) = 16.00 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.87 TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 12.65 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 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.) = 12.65 RAINFALL INTENSITY(INCH/HR) = 4.2 0 TOTAL STREAM AREA(ACRES) = 1.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.87 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 108.00 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 = 45 0.00 DOWNSTREAM ELEVATION = 422.50 ELEVATION DIFFERENCE = 27.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.542 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.222 SUBAREA RUNOFF(CFS) = 3.65 TOTAL AREA(ACRES) = 1.57 TOTAL RUNOFF(CFS) = 3.65 **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.302 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SiraAREA AREA (ACRES) = 0.12 StJBAREA RUNOFF (CFS) = 0.22 TOTAL AREA(ACRES) = 0.86 TOTAL RUNOFF(CFS) = 1.56 TC(MIN) = 18.36 + + I The Code 8 above from Node 114 to Node 114 pertains to the subarea | I drained by Ditch "B". j I I + + **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 115.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 416.00 DOWNSTREAM ELEVATION = 410.00 STREET LENGTH(FEET) = 2 94.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.5 0 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OinSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.77 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.25 HALFSTREET FLOODWIDTH(FEET) = 6.40 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.62 PRODUCT OF DEPTH&VELOCITY = 0.67 STREETFLOW TRAVELTIME(MIN) = 1.87 TC(MIN) = 20.23 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.102 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.41 SUBAREA RUNOFF(CFS) = 2.41 SUMMED AREA(ACRES) = 2.27 TOTAL RUNOFF(CFS) = 3.97 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOODWIDTH(FEET) = 7.43 FLOW VELOCITY(FEET/SEC.) = 2.96 DEPTH*VELOCITY = 0.81 **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 100.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.95 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<;<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.4 UPSTREAM NODE ELEVATION = 451.60 DOWNSTREAM NODE ELEVATION = 44 9.23 FLOWLENGTH(FEET) = 83.55 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 12.23 TRAVEL TIME(MIN.) = 0.13 TC(MIN.) = 13.14 **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 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.) = 13.14 RAINFALL INTENSITY(INCH/HR) = 4.10 TOTAL STREAM AREA(ACRES) = 6.59 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.23 **************************************************************************** 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 = 241.00 UPSTREAM ELEVATION = 482.00 DOWNSTREAM ELEVATION = 456.10 ELEVATION DIFFERENCE = 25.90 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 6.965 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.170 SUBAREA RUNOFF(CFS) = 0.68 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.68 **************************************************************************** FLOW PROCESS FROM NODE 2 05.00 TO NODE 203.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.4 UPSTREAM NODE ELEVATION = 450.60 DOWNSTREAM NODE ELEVATION = 449.23 FLOWLENGTH(FEET) = 31.43 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0.68 TRAVEL TIME (MIN.) = 0.10 TC(MIN.) =i 7.06 **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 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.) = 7.06 RAINFALL INTENSITY(INCH/HR) = 6.12 TOTAL STREAM AREA(ACRES) = 0.2 0 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.68 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 12.23 13.14 4.097 6.59 2 0.68 7.06 6.115 0.20 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 8.87 7.06 6.115 2 12.69 13.14 4.097 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.69 Tc(MIN.) = 13.14 TOTAL AREA(ACRES) = 6.79 **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 206.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.3 UPSTREAM NODE ELEVATION = 448.90 DOWNSTREAM NODE ELEVATION = 441.39 FLOWLENGTH(FEET) = 141.95 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA{CFS) = 12.69 TRAVEL TIME(MIN.) = 0.18 TC(MIN.) = 13.32 **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.7 UPSTREAM NODE ELEVATION = 441.06 DOWNSTREAM NODE ELEVATION = 42 7.78 FLOWLENGTH(FEET) = 135.49 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 12.69 TRAVEL TIME(MIN.) = 0.13 TC(MIN.) = 13.45 **************************************************************************** FLOW PROCESS FROM NODE 207.00 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 8.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.1 UPSTREAM NODE ELEVATION = 427.45 DOWNSTREAM NODE ELEVATION = 401.70 FLOWLENGTH(FEET) = 290.49 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 12.69 TRAVEL TIME(MIN.) = 0.30 TC(MIN.) = 13.75 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 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.) = 13.75 RAINFALL INTENSITY(INCH/HR) = 3.98 TOTAL STREAM AREA(ACRES) = 6.79 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.69 **************************************************************************** FLOW PROCESS FROM NODE 2 0 8.00 TO NODE 209.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 4 69.00 UPSTREAM ELEVATION = 456.10 DOWNSTREAM ELEVATION = 43 7.50 ELEVATION DIFFERENCE = 18.60 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.545 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.018 SUBAREA RUNOFF(CFS) = 2.81 TOTAL AREA(ACRES) = 1.27 TOTAL RUNOFF(CFS) = 2.81 **************************************************************************** FLOW PROCESS FROM NODE 209.00 TO NODE 210.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 437.50 DOWNSTREAM ELEVATION = 410.45 STREET LENGTH(FEET) = 315.00 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) = 4.02 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.27 HALFSTREET FLOODWIDTH(FEET) = 7.43 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.99 PRODUCT OF DEPTH&VELOCITY = 1.65 STREETFLOW TRAVELTIME(MIN) = 0.88 TC(MIN) = 14.42 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.858 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 StIBAREA AREA(ACRES) = 1.14 SUBAREA RUNOFF(CFS) = 2.42 SUMMED AREA(ACRES) = 2.41 TOTAL RUNOFF(CFS) = 5.23 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.3 0 HALFSTREET FLOODWIDTH(FEET) = 8.46 FLOW VELOCITY(FEET/SEC.) = 6.27 DEPTH*VELOCITY = 1.85 **************************************************************************** FLOW PROCESS FROM NODE 210.00 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 5.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.7 UPSTREAM NODE ELEVATION = 401.93 DOWNSTREAM NODE ELEVATION = 401.70 FLOWLENGTH(FEET) = 3.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.23 TRAVEL TIME(MIN.) = 0.00 TC(MIN.) = 14.43 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NtMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.43 RAINFALL INTENSITY(INCH/HR) = 3.86 TOTAL STREAM AREA(ACRES) = 2.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.23 **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SireAREA FLOW-LENGTH = 441.00 UPSTREAM ELEVATION = 456.90 DOWNSTREAM ELEVATION = 436.50 ELEVATION DIFFERENCE = 2 0.40 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.478 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.236 SUBAREA RUNOFF(CFS) = 2.31 TOTAL AREA(ACRES) = 0.99 TOTAL RUNOFF(CFS) = 2.31 **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SirBAREA<<<<< UPSTREAM ELEVATION = 43 6.50 DOWNSTREAM ELEVATION = 410.45 STREET LENGTH(FEET) = 315.00 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) = 3.71 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.2 7 HALFSTREET FLOODWIDTH(FEET) = 7.43 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.53 PRODUCT OF DEPTH&VELOCITY = 1.52 STREETFLOW TRAVELTIME(MIN) = 0.95 TC(MIN) = 13.43 10 0 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.04 0 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.2 6 SUBAREA RUNOFF(CFS) = 2.8 0 SUMMED AREA(ACRES) = 2.2 5 TOTAL RUNOFF(CFS) = 5.11 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.30 HALFSTREET FLOODWIDTH(FEET) = 8.46 FLOW VELOCITY(FEET/SEC.) 6.12 DEPTH*VELOCITY = 1. 81 ********* ******************************************************************* FLOW PROCESS FROM NODE 213.00 TO NODE 200.00 IS CODE = >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU StJBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS PIPEFLOW VELOCITY(FEET/SEC.) = 10.9 UPSTREAM NODE ELEVATION = 403.44 DOWNSTREAM NODE ELEVATION = FLOWLENGTH(FEET) = 29.25 GIVEN PIPE DIAMETER(INCH) = PIPEFLOW THRU SUBAREA(CFS) TRAVEL TIME(MIN.) = 0.04 5.6 INCHES 401.70 MANNING'S N 0 . 013 18.00 NUMBER OF PIPES 5 .11 TC(MIN.) = 13.47 ******************* ********************************************************* 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 = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 13.47 RAINFALL INTENSITY(INCH/HR) = 4.03 TOTAL STREAM AREA(ACRES) = 2.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.11 3 ARE: ** CONFLUENCE DATA ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 12 .69 5.23 5.11 Tc (MIN.) 13 .75 14 .43 13 .47 INTENSITY (INCH/HOUR) 3 . 979 3 . 858 4.032 AREA (ACRE) 6.79 2.41 2.25 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 22 . 63 22 . 79 22 .41 Tc (MIN.) 13 .47 13 . 75 14 .43 INTENSITY (INCH/HOUR) 4.032 3 . 979 3 . 858 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.79 Tc(MIN.) = TOTAL AREA(ACRES) = 11.45 13 . 75 END PA 2.5 (SOUTHEAST) - SITIO TORTUGA (NODE SERIES 200) BEGIN PA 2.5 (SOUTHWEST) - SITIO AVELLANA (NODE SERIES 300) ***,t************************************************************************ 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 = 479.00 UPSTREAM ELEVATION = 480.80 DOWNSTREAM ELEVATION = 461.00 ELEVATION DIFFERENCE = 19.80 tTRBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.501 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.026 SUBAREA RUNOFF(CFS) = 2.2 6 TOTAL AREA(ACRES) = 1.02 TOTAL RUNOFF(CFS) = 2.26 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 461.00 DOWNSTREAM ELEVATION = 426.50 STREET LENGTH(FEET) = 3 52.00 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) = 3.61 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.26 HALFSTREET FLOODWIDTH(FEET) = 6.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.06 PRODUCT OF DEPTH&VELOCITY = 1.60 STREETFLOW TRAVELTIME(MIN) = 0.97 TC(MIN) = 14.47 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.850 *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.2 8 SUBAREA RUNOFF(CFS) = 2.71 SUMMED AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = 4.97 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOODWIDTH(FEET) = 7.95 FLOW VELOCITY(FEET/SEC.) = 6.63 DEPTH*VELOCITY = 1.89 **************************************************************************** FLOW PROCESS FROM NODE 303.00 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 3.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 22.4 UPSTREAM NODE ELEVATION = 418.00 DOWNSTREAM NODE ELEVATION = 416.5 0 FLOWLENGTH(FEET) = 3.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU StJBAREA (CFS) =4.97 TRAVEL TIME(MIN.) = 0.00 TC(MIN.) = 14.47 **************************************************************************** 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.) = 14.47 RAINFALL INTENSITY(INCH/HR) =3.85 TOTAL STREAM AREA(ACRES) = 2.3 0 PEAK FLOW RATE (CFS) AT CONFLtTENCE = 4.97 **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 306.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 464.00 UPSTREAM ELEVATION = 479.50 DOWNSTREAM ELEVATION = 452.00 ELEVATION DIFFERENCE = 27.50 URBAN SUBAREA .OVERLAND TIME OF FLOW (MINUTES) ^= 11.785 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.395 SUBAREA RUNOFF(CFS) = 2.59 TOTAL AREA(ACRES) = 1.07 TOTAL RUNOFF(CFS) = 2.59 **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 307.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 452.00 DOWNSTREAM ELEVATION = 426.50 STREET LENGTH(FEET) = 289.00 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) = 3.73 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.27 HALFSTREET FLOODWIDTH(FEET) = 7.43 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.57 PRODUCT OF DEPTH&VELOCITY = 1.53 STREETFLOW TRAVELTIME(MIN) = 0.87 TC(MIN) =12.65 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.199 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.99 SUBAREA RUNOFF(CFS) = 2.29 SUMMED AREA(ACRES) = 2.06 TOTAL RUNOFF(CFS) = 4.87 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.30 HALFSTREET FLOODWIDTH(FEET) = 8.46 FLOW VELOCITY(FEET/SEC.) = 5.84 DEPTH*VELOCITY = 1.73 **************************************************************************** FLOW PROCESS FROM NODE 307.00 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 5.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.2 UPSTREAM NODE ELEVATION = 418.00 DOWNSTREAM NODE ELEVATION = 416.50 FLOWLENGTH(FEET) = 29.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.87 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 12.70 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLXIENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.7 0 RAINFALL INTENSITY(INCH/HR) = 4.19 TOTAL STREAM AREA(ACRES) = 2.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.87 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.97 14.47 3.850 2.30 2 4.87 12.70 4.189 2.06 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 9.44 12.70 4.189 2 9.45 14.47 3.850 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.45 Tc(MIN.) = 14.47 TOTAL AREA(ACRES) = 4.3 6 j END PA 2.5 (SOUTHWEST) - SITIO AVELLANA (NODE SERIES 300) END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 9.45 Tc(MIN.) = 14.47 TOTAL AREA(ACRES) = 4.3 6 END OF RATIONAL METHOD ANALYSIS La Costa Ridge - Neighborhood 2.5 Drainage Study CHAPTER 4 HYDRAULIC ANALYSIS StormCAD Model Output AH:ko h:\iepori5\2352\100 ridge 2.5\4th submlttal\a04.doc W.O. 2352-100 5/18/2005 8:42 AM Scenario: LA COSTA RIDGE - NEIGHBORHOOD 2.5 STORM DRAIN SYSTEM "A" (SITIO AVELLANA) SITIO AVELLANA STA 16+00.00 1-303 CO-300 SITIO AVELLANA STA. 15+00.00 1-307 Note: [] Indicates node identification from the "Eastern System" StormCAD model output located in the referenced "Mass Graded Hydrology Study for Villages of La Costa Neightwrhoods 2.1 thru 2.5 Title: LA COSTA RIDGE - PA 2.5 h:\stormcad\2352\1 OOMth submittalXsd system a.stm Hunsaker & Associates San Diego, Inc 05/17/05 06:35:53 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA •H-203-755-1666 Project Engineer: Anabella Hedman StormCAD v5.5 [5.5005] Page 1 of 1 Scenario: LA COSTA RIDGE - NEIGHBORHOOD 2.5 Combined PipeVNode Report Label U/s D/S U/S D/S U/S DIS Length Slope Pipe Manning's Flow Max HGL HGL Velocity Velocity Node Node Ground Ground Invert Invert (ft) (%) Diameter "n" (cfs) Capacity In Out In Out Elevation Elevation Elevation Elevation D (cfs) (ft) (ft) (ft/s) (ft/s) (ft) (ft) (ft) (ft) P-1 1-303 CO-300 426.68 426.37 418.13 418.00 3.25 4.00 18 inch 0.013 4.97 21.01 421.29 421.28 2.81 2.81 P-2 1-307 CO-300 426.72 426.37 419.03 418.00 29.25 3.52 18 inch 0.013 4.87 19.71 421.34 421.28 2.76 2.76 Title: LA COSTA RIDGE - PA 2.5 ti:\stormcad\2352\100V4th submittalXsd system a.stm 05/17/05 06:36:02 PM © Haestad Mettiods, Inc. Hunsaker & Associates San Diego, Inc 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Anabella Hedman StormCAD v5.5 [5.5005] Page 1 of 1 Profile Scenario: LA COSTA RIDGE - NEIGHBORHOOD 2.5 SD LINE "A-1" (LATERAL LINE) SITIO AVELLANA Label: CO-300 Rim: 426.37 ft Sump: 416.17 ft Label: 1-303 Rinn: 426.68 ft Sump: 418.13 ft Label: P-1 Up. Invert: 418.13 ft Dn. Invert: 418.00 ft L: 3.25 ft Size: 18 inch 8: 4.00 % Ldbel: 1-307 Rim: 426.72 ft Sump: 419.03 ft 430.00 425.00 Elevation (ft) 420.00 Label: P-2 Up. InvM: 419.03 ft Dn. Invert: 418.00 ft L: 29.25 ft Size: 18 inch 8: 3.52 % 0-HOO 0+50 Station (ft) 415.00 1+00 Title: COSTA RIDGE - PA 2.5 ti:\stormcad\2352\100\4th submittalXsd system a.stm 05/17/05 06:36:11 PM © Haestad Methods, Inc. Hunsaker & Associates San Diego, Inc 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Anabella Hedman StormCAD v5.5 [5.5005] Page 1 of 1 Scenario: LA COSTA RIDGE - NEIGHBORHOOD 2.5 SITIO CABAllERO sm 26+00.00 STORM DRAIN SYSTEMS "B" ii "C" (SITIO TORTUGA t SITIO CABAllERO) SO UNE "C-r 1-103 CO-119 1-112 oCO-104 SO UNE-C" <5- - SD UNE "C-r 1-110 o: 4 SITIO TORTUGA = SITIO CABALLERO STA 18+00.00 STA 31+00.00 CO-111 Note: [ J indicales node identiicalioit from the "Eastern System' SlomiCAO model oulput locaied in Die referenced "Mass Graded Hydrology Study for Villages of La Costa Neigfilxxftoods 2.1 tini 2.5 9 CO-207 SD LINE'S" 0 CO-206 Title: LA COSTA RIDGE - PA 2.5 h:\...\sd system b-c.stm SDUNE"B-3- CB-205 g CO-203 CB-202 Hunsaker & Associates San Diego, Inc SITIO TORTUGA STA 10+00.00 (CUL-DE-SAC) Project Engineer: Anabella Hedman StormCAD v5.5 [5.5005] 05/16/05 05:22:29 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: LA COSTA RIDGE - NEIGHBORHOOD 2.5 Combined Pipe\Node Report Label U/S D/S U/S DIS U/s DIS Length Slope Pipe Manning's Flow Max HGL HGL Velocity Velocity Node Node Ground Ground Invert Invert (ft) (%) Diameter "n" (cfs) Capacity In Out In Out Elevation Elevation Elevation Elevation D (cfs) (ft) (ft) (ft/s) (ft/s) (ft) (ft) (ft) (ft) P-0 CB-205 CO-203 456.10 454.81 450.60 449.23 31.43 4.36 18 Inch 0.013 0.68 21.93 450.91 450.78 2.63 0.38 P-1 CB-202 CO-203 457.00 454.81 451.60 449.23 83.55 2.84 18 Inch 0.013 12.23 17.69 452.92 450.78 7.41 6.92 P-2 CO-203 CO-206 454.81 447.32 448.90 441.39 141.95 5.29 18 Inch 0.013 12.69 24.16 450.24 442.85 7.62 7.23 P-3 CO-206 CO-207 447.32 434.59 441.06 427.78 135.49 9.80 18 Inch 0.013 12.69 32.88 442.40 429.24 7.62 7.23 P-4 CO-207 CO-200 434.59 410.14 427.45 401.70 290.49 8.86 18 inch 0.013 12.69 31.27 428.79 404.31 7.62 7.18 P-5 1-213 CO-200 410.45 410.14 403.44 401.70 28.75 6.05 18 inch 0.013 5.11 25.84 404.31 404.31 4.81 2.89 P-6 1-210 CO-200 410.45 410.14 401.93 401.70 2.75 8.36 18 inch 0.013 5.23 30.38 404.32 404.31 2.96 2.96 EX-P-7 CO-200 [102] 410.14 409.50 400.70 400.02 67.16 1.01 30 inch 0.013 22.79 41.27 403.98 403.77 4.64 4.64 EX-P-8 CO-100 [102] 409.57 409.50 400.55 400.02 52.41 1.01 30 Inch 0.013 22.48 41.25 403.93 403.77 4.58 4.58 P-9 1-118 CO-100 409.83 409.57 403.04 401.55 30.75 4.85 18 Inch 0.013 3.76 23.12 404.27 404.25 2.42 2.13 P-10 1-115 CO-100 409.83 409.57 401.89 401.55 4.75 7.16 18 Inch 0.013 3.97 28.10 404.26 404.25 2.25 2.25 P-11 CO-111 CO-100 412.35 409.57 404.33 401.05 114.75 2.86 24 Inch 0.013 17.79 38.25 405.85 404.25 6.94 5.66 P-12 CO-105 CO-111 421.77 412.35 413.52 404.66 189.38 4.68 24 Inch 0.013 17.79 48.93 415.04 406.45 6.94 6.00 P-13 1-110 CO-105 422.08 421.77 414.19 414.02 2.75 6.18 18 Inch 0.013 2.87 26.12 415.79 415.79 1.62 1.62 P-14 1-108 CO-105 422.08 421.77 415.19 414.02 28.75 4.07 18 Inch 0.013 3.65 21.19 415.92 415.79 4.28 2.07 P-15 CO-104 CO-105 436.35 421.77 429.97 414.02 196.86 8.10 18 Inch 0.013 12.66 29.90 431.31 415.79 7.60 7.16 P-16 CO-119 CO-104 448.92 436.35 441.39 430.30 182.36 6.08 18 Inch 0.013 12.66 25.90 442.73 431.76 7.60 7.22 P-17 1-112 CO-119 449.22 448.92 442.16 441.72 29.25 1.50 18 inch 0.013 5.52 12.88 443.61 443.54 3.15 3.12 P-18 1-103 CO-119 449.22 448.92 441.82 441.72 3.25 3.08 18 inch 0.013 7.24 18.42 443.55 443.54 4.10 4.10 Title: LA COSTA RIDGE - PA 2.5 h:X...Xsd system b-c.stm 05/16/05 05:37:48 PM I Haestad Methods, Inc. Hunsaker & Associates San Diego, Inc 37 Brookside Road Waterbury, CT 06708 USA + 1-203-755-1666 Project Engineer: Anabella Hedman StormCAD v5.5 [5.5005] Page 1 of 1 Profile Scenario: LA COSTA RIDGE - NEIGHBORHOOD 2.5 SD LINE "B" (MAIN LINE) SITIO TORTUGA Ubel: P-1 Up. Invert 451 ioo fl Dn. Invert: 449;23 fl L:83i55fl Size: 18 irKll S: 2.84 % QevaHon (fl) Station (ft) label: EX-P-7 -Up. Invert 400.70 ft Dn. Invert 400.02 fl L 67.16 ft Siza: 30 indi S: 1.01 % Label; EX-P-8 Up. Invert 400.55 fl Dn. Invert 400.02 ft L- 52.41 ft Size: 30 inch S: 1.01» Title: LA COSTA RIDGE - h:X...Xsd system b-c.stm 05/16/05 05:37:58 PM PA 2.5 © Haestad Methods, Inc. Hunsaker & Associates San Diego, Inc 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Anabella Hedman StormCAD v5.5 [5.5005] Page 1 of 1 Profile Scenario: LA COSTA RIDGE - NEIGHBORHOOD 2.5 SD LINE "B-1" (LATERAL LINE) SITIO TORTUGA Label: CO-200 Rim: 410.14 ft Sump: 400.70 ft Label: 1-210 Rim: 410.45 ft Sump: 401.93 ft Label: P-6 Up. Invert: 401.93 ft Dn. Invert: 401.70 ft L: 2.75 ft Size: 18 inch S: 8.36 % 415.00 Title: LA COSTA RIDGE - PA 2.5 h:\...Xsd system b-c.stm 05/16/05 05:38:05 PM 0+00 © Haestad Methods, Inc. Label: 1-213 Rim: 410.45 ft Sump: 403.44 ft 410.00 Elevation (ft) 405.00 Label: P-5 Up. invert: 403.44 ft Dn. Invert: 401.70 ft L: 28i75 ft Size:l18 inch 8: 6.05 % 0+50 Station (ft) Hunsaker & Associates San Diego, Inc 37 Brookside Road Waterbury, CT 06708 USA 400.00 1+00 + 1-203-755-1666 Project Engineer: Anabella Hedman StormCAD v5.5 [5.5005] Page 1 of 1 Profile Scenario: LA COSTA RIDGE - NEIGHBORHOOD 2.5 SD LINE "B-2" (LATERAL LINE) SITIO TORTUGA Label: 1-115 Rim: 409.83 ft Sump: 401.89 ft Label: CO-100 Rim: 409.57 ft Sump: 400.55 ft 410.00 Label: P-10 Up. Invert: 401.89 ft Dn. Invert: 401.55 ft L: 4.75 ft Size: 18 incli S:7.16% Label: 1-118 Rim: 409.83 ft Sump: 403.04 ft 405.00 Elevation (ft) Label: P-9 Up. Invert: 403.04 ft Dn. Invert: 401.55 ft L 30.75 ft Size: 18 inch S:4.85% 0+00 Title: LA COSTA RIDGE - PA 2.5 h:X...\sd system b-c.stm 05/16/05 05:38:12 PM 0+50 Station (ft) Hunsaker & Associates San Diego, Inc 37 Brookside Road Waterbury, CT 06708 USA 400.00 1+00 I Haestad Methods, Inc. + 1-203-755-1666 Project Engineer: Anabella Hedman StomiCAD v5.5 [5.5005] Page 1 of 1 Profile Scenario: LA COSTA RIDGE - NEIGHBORHOOD 2.5 SD LINE "B-3" (LATERAL LINE) SITIO TORTUGA Label: CB-205 Rim: 456.10 ft Sump: 450.60 ft 460.00 Label: CO-203 Rim: 454.81 ft Sump: 448.90 ft 455.00 Elevation (ft) 450.00 Label: P-0 Up. Invert: 450.60 ft Dn. Invert: 449.23 ft L 31.43 ft Size: 18 inch S: 4.36 % 445.00 0+00 0+50 Station (ft) 1+00 Title: LA COSTA RIDGE • h:\...Xsd system b-c.stm 05/16/05 05:38:23 PM PA 2.5 I Haestad Methods, Inc. Hunsaker & Associates San Diego, Inc 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Anabella Hedman StormCAD v5.5 [5.5005] Page 1 of 1 Profile Scenario: LA COSTA RIDGE - NEIGHBORHOOD 2.5 Label: CO-119 Rim: 448.92 n Sump: 441.39 fl SD LINE "C" (MAIN LINE) SITIO CABALLERO ! Lat)el:P-12-Up. irtvert: 413.52 ft Dn. iiivert: 404.66 ft ^ L:189:38ft : Size; 24 inch S:4.68% 450.00 445.00 440.00 435.00 430.00 425.00 Elevation ( 420.00 415.00 410.00 405.00 0+00 Title: LA COSTA RIDGE - h:X...Xsd system b-c.stm 05/16/05 05:38:30 PM PA 2.5 1+00 2+00 © Haestad IVIethods, Inc. 3+00 Station (ft) 4+00 Hunsaker & Associates San Diego, Inc 37 Brookside Road Waterbury, CT 06708 USA 5+00 +1-203-755-1666 ^ 400.00 6+00 Project Engineer: Anabella Hedman StormCAD v5.5 [5.5005] Page 1 of 1 Profile Scenario: LA COSTA RIDGE - NEIGHBORHOOD 2.5 SD LINE "C-1" (LATERAL LINE) SITIO CABALLERO Ubel: 1-103 Rim: 422.08 ft Sump: 415.19 ft Lat)el:P-14 Up. Inveft 415.19 fl On. Invett 414.02 ft L 28.75 ft Size: 18 indi S;4.07% Title: LA COSTA RIDGE - PA 2.5 h:X...Xsd system b-c.stm 05/16/05 05:38:38 PM Uliel: 1-110 Rim: 422.0811 Siimp:414.19fl 425.00 420.00 Elevation (ft) 415.00 Label: P-13 Up.!lflvert 414.19 ft On.ilnvert 414.02 ft L 2.75 ft Siz^:18indi S:6.18% 0+50 410.00 1+00 Hunsaker & Associates San Diego, Inc I Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Anabella Hedman StormCAD v5.5 [5.5005] Page 1 of 1 Profile Scenario: LA COSTA RIDGE - NEIGHBORHOOD 2.5 SD LINE "C-2" (LATERAL LINE) SITIO CABALLERO Label: 1-103 Rim: 449.22 ft Sump: 441.82 ft Label: CO-119 Rim: 448,92 ft Sump: 441.39 ft Label: P-18 Up. Invert: 441.82 ft Dn. Invert: 441.72 ft L: 3.25 ft Size: 18 inch S:3.08% 450.00 445.00 Elevation (ft) Label: P-17 Up. Invert: 442.16 ft Dn. Invert: 441.72 ft L: 29.25 ft Size: 18 inch S:1.50% 440.00 0+00 0+50 1+00 Title: LA COSTA RIDGE • h:X...Xsd system b-c.stm 05/16/05 05:38:45 PM PA 2.5 Station (ft) © Haestad Methods, Inc. Hunsaker & Associates San Diego, Inc 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Anabella Hedman StormCAD v5.5 [5.5005] Page 1 of 1 La Costa Ridge - Neighborhood 2.5 Drainage Study CHAPTER 5 INLET & CATCH BASIN SIZING AH:kc h:\reports\2352\100 ridge 2.5\4lh subniitlal\a04.doc w o. 2352-100 5/13/2005 9:42 AM LA COSTA RIDGE - NEIGHBORHOOD 2.5 CURB INLET SIZING Type Inlet Street Surface Gutter Flow Required Use of at Siope^ Flow^ Depression Depth^ Length of Length ^ Inlet Node S (%) Q (cfs) a (ft) y(ft) Opening* (ft) (ft) ON-GRADE 103* 7.00% 7.2 0.33 0.33 19.3 21 ON-GRADE lOS'^ 7.00% 6.6 0.33 0.32 18.0 20 ON-GRADE 110* 7.00% 2.9 0.33 0.26 9.0 11 ON-GRADE 110'^ 7.00% 3.5 0.33 0.27 10.6 12 ON-GRADE 112 7.00% 5.5 0.33 0.31 15.5 17 ON-GRADE 108 7.00% 3.7 0.33 0.28 11.0 13 ON-GRADE 115 3.20% 40 0.33 0.31 11.1 13 ON-GRADE 118 3.20% 3.8 0.33 0.31 10.6 12 ON-GRADE 210 4.00% 5.2 0.33 0.33 14.0 16 ON-GRADE 213 4.00% 5.1 0.33 0.32 13.7 15 ON-GRADE 303 4.60% 5.0 0.33 0.32 13.7 15 ON-GRADE 307 4.60% 4.9 0.33 0.31 13.5 15 Note: * Inlet at Node 103 requires an opening greater than the maximum allowable length of 20-ft. Thus, 0.6-cfs will flow-by into the next downstream inlet at Node 110, decreasing the opening length to 20-ft. " Denotes the adjusted opening lengths for the inlets located at Node 103 and Node 110. J1/2*D2A3 From street profiles in Improvement Plans From AES ouput From Manning's Equation: Q = (1.49/n)*A*S"^*R*' 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. Per City of Carlsbad Standards From Equation: Q = 0.7L(a+y)'^3/2 Length shown on plans (Required Length of Opening + 1 foot) 5/17/2005 1 ofl H:\EXCEL\2352\100\4th SUBMITTAL\INLETS-CARLSBAD.xls LA COSTA RIDGE - NEIGHBORHOOD 2.5 STANDARD CATCH BASIN TYPE "F" MAXIMUM CAPACITY CALCULATION Dimensions obtained from City of San Diego Standard Drawings (Drawing D-7): 3" y = 0.405' (Centroid) Qmax=0.6AV(2gh) Qmax=0.6AA/(2gh) Qmax = 0.6(1.875+0.1875)[V(2)(32.2)(1.125-0.405)] Qmax = 8.42 cfs per opening At Node 205: One Opening: Westerly Side Q = 0.68 cfs 5/17/2005 1 of 2 H:\EXCEL\2352\100\4th SUBMITTALXCB F.xls LA COSTA RIDGE - NEIGHBORHOOD 2.5 MODIFIED CATCH BASIN TYPE "F" MAXIMUM CAPACITY CALCULATION Dimensions obtained from City of San Diego Standard Drawings (Drawing D-7): V H= 0.0 X= 18 (in) 10.9 (in) W= (ft) — —r;®. g-, •. y (centroid) j2? 4.5 (in) 12 (in) W= x= X-6"= EAy= EA= y=EAy/i:A= 3.0 (ft) 18 (in) 12 (in) 1.89 (ft') 3.19 (ft') 0.59 (ft) h= 0.91 (ft) H= 0.00 (ft) H+h= 0.91 (ft) Q^3,= 0.6AV(2gh) Input width of opening Input depth from top of box to flowline Height of rectangular opening Sum of each area times each centroid Sum of areas Height of effective centroid Computed head to top of box (X - y) Additional ponding height allowable Total height above centroid Qmax = 14.62 cfs per opening *Assumes no clogging of opening At Node 202: Two Openings: Westerly Side Q = 10.21 cfs Easterly Side Q = 2.02 cfs 5/17/2005 2 of 2 H:\EXCEL\2352\100\4th SUBMITTALXCB F.xls La Costa Ridge - Neighborhood 2.5 Drainage Study CHAPTER 6 DRAINAGE DITCH DESIGN AH:kc h:\repartsU352M00 ridge 2.SUth subminal\a04.doc W.O. 2352-100 5/18/2005 S:42 AM DRAINAGE DITCH SIZING LA COSTA RIDGE - NEIGHBORHOOD 2.5 Drainage Ditch Conveyed Drainage Draiange ID Node^ Flow^ (cfs) Ditcii Size^ (ft) Ditch Type^ A 1.33 3 Modified D B 0.22 2 B C 0.68 3 Modified D D 10.21 3 Modified D E 2.02 3 Modified D 1 Refer to Developed Condition Hydrology Map (Chapter 8) 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 Drainage Drainage Ditch Maximum Ditch Type Ditch Size (ft) Min. Slope (%) Flow (cfs) B 2 1.00 2.73 Modified D 3 1.00 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 5/17/2005 1 ofl H:\EXCEL\2352\100\4th SUBMITTAL\BDITCH.xls TERACE DITCH REPORT Label Diameter (ft) Discharge (cfs) Slope (%) Mannings "n" Flow Deptti (ft) Wetted Perimeter (ft) Flow Area (ft') Velocity (ft/s) 2- ft BROW DITCH . 3- ft TERRACE DITCH 2.0 3.0 2.73 13.98 1.00 1.00 0.015 0.015 0.50 1.00 2.10 3.70 0.6 2.1 4.39 6.73 Project Engineer Anabella Hedman n:\hydrology\ditches.fm2 Hunsaker & Associates - San Diego, Inc. Flovi/Master v7.0 [7.0005] 05/06/04 12:11:07 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Pagelofi TERRACE DITCH CROSS SECTION Project Description Worksheet Cross Section Flow Element Circular Channe Method Manning's Fonni Solve For Channel Depth Section Data Mannings CoefficD.015 Stope Depth Diameter Discharge Diameter }f. r> V. T ard Freeboard = 0.50 ft V:l[\ H:1 NTS h:Xflow-m\2187\4\4thsubmittal\100yrbditch.fm2 Hunsaker 8. Associates • San Dlego, Inc. 06/18/03 03:34:28 PM © Haestad Methods, ln& 37 Bnaokside Road Waterbury. CT 06708 USA (203) 755- Project Engineen Anabella Hedman FlowMaster v6.1 [6140] La Costa Ridge - Neighborhood 2.5 Drainage Study CHAPTER 7 APPENDICES Appendix 7.1 100-Year, 6-Hour Isopluvial Map AH:kc n:\repoitsU352\100 ridge 2.5Hlli submitlana04.doc W.O. 23S2-100 5/18/2005 8:42 AM COUffTY OF SAN DIEGO DEPARTMENT OF SANITATION & FLOOD CONTROL 100-YEAR 6-HOUR PilECIPlTATiO?^ 33* ^20-/ ISOPLUVIALS PfiECIPlTATIOrJ m OF lOO-YEAR 6-HOUR ErmiS GF Art liXll Prepaiu-d by U.S. DEPARTMENfr OF COMMERCE NATIONAL OCEANIC AND AT.^JoSPHERIC ADMINISTRATION SPECIAL STUDIES BRANCH, OFFICE OF lljuROLOGY, NATIONAL WEATHER SERVICE 30' La Costa Ridge - Neighborhood 2.5 Drainage Study CHAPTER 7 APPENDICES Appendix 7.2 Rainfall-Duration Design Chart AH:kc h:\ieports\23S2\100 ridge 2.5Uth subniittal\a04.doc W.O. 2352-100 5/18/2005 8:42 AM INTENSrTY-DU/V\Ti... DCSIGN CHART cn I rn o c "f •XJ 1 n Cl r+ o Z3 n =r fO t/l Directions for Application: 1) From precipitation naps detemiine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County Hydrolony Manual (10, 50 and 100 yr. maps included in tb Design and Procedure Manual). 2) Adjust 6 hr. precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr. precipitation. (Not applicable to Desert) 3) Plot 6 hr. precipitation on the right side of the chart. 4) Drav/ a line through the point parallel to the plotted lines. 5) This line is the intensity-duration curve for the location being analyzed. Application Form: 0) Selected Frequency 1) P/ Jn-. P24" 2) Adjusted *Pg= 3) t^ = P24 in. min. 4) I in/hr. *Not Applicable to Desert Region 15 20 30 40 50 1 APPENDIX XI IV-A-14 La Costa Ridge - Neighborhood 2.5 Drainage Study CHAPTER 7 APPENDICES Appendix 7.3 Nomograph for Determination of Time of Concentration (Tc) for Natural Watersheds AH:l(c h:\repoi1s\2352\100 ildge 2.5\4tfi subinWal\a04.doc W.O. 2352-100 5/18/2005 8:42 AM „ — /aaa 800 - 7CO - £00 \ —SOO — 400 -300 -200 i I Fee/ —soaa — 400o —zaoo —Zaaa £QU/7r/0A/ 7c I .38S 7//7?e o/ coy7ce/7>^/7z//oy7 Leng//) o/ tva/ars'Aed^ D/'/)^ere/i7Cs m s/ei/a/^/'an a/o/7g eZ/'echfe shoe //ne (See /9ppe/id/X X-3) r //> I /H//es /O- \ \ \ \ 4- 3- 2- \ \ •/OO \ - so 40 \—30 as — NOTE jFOR NATURAL WATERSHEDS] I ADD TEN MINUTES TO J h COMPUTED TIME OF CON- (. [CENTRATION- J — /O /nse/ //oo/-s 4- \x^saoo — 4^0 \—3OO0 \ 2000 — /soa — /600 — /400 — /2oa - /ooa 900 — 800 — ;^oo • 600 -SOO • 400 \—30O — 200 \ \ \ Af//f://es — 240 /SO /20 /oo 90 80 70 -£0 -SO — 40 — 30 -20 • /8 /£ ./4 \—/2 - /O 9 8 7 6 — 4- — 3 H SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT DESIGN MANUAL SERVICES NOMOGRAPH FOR DETERMINATION OF TIME OF CONCENTRATION (Tc) FOR NATURAL WATERSHEDS 1^ ///^ La Costa Ridge - Neighborhood 2.5 Drainage Study CHAPTER 7 APPENDICES Appendix 7.4 Urban Areas Overland Time of Flow Curves AIH:kc h:\Feparts\2352M00 ridge 2.5\4tti submittal\a04.doc W.O. 2352-100 5/18/2005 8:42 AM £xa/np/e • G/yef? • I e/rg/zh a/' F/otv^ • JOO //. S/ope - /.O '/o CoeMiT/e/?/ o/ £u/7o//. C - .SO ^eaa! • Oyer/<fnc/ F/oivf/me '/S M//7i//es SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN MANUAL * r«rM-i^> /a_s \ .^t / .t . . .-t . • t~T. URBAN AREAS OVERLAND TIME OF FLOW CURVES La Costa Ridge - Neighborhood 2.5 Drainage Study CHAPTER 7 APPENDICES Appendix 7.5 Runoff Coefficients (Rational Method) AH:I(C li:^ports\2352\100 ridge 2.5\4tli submltlal\a04.doc W.O. 2352-100 5/18/2005 8:42 AM Soil Group A-B Q D .40 .45 .50 .55 .45 .50 .60 .70 .45 .50 .55 .65 .30 .35 .40 .45 RUNOFF COEFFICIENTS (RATIONAL METHOD) DEVELOPED AREAS (IIRRAIM) Coefficient. C Land Use Residential: Single Fannily ' •' . ^ Multi-Units Mobile Homes Rural (lots greater than 1 /2 acre) Commercial 80% Impervious .70 .75 ,80 .85 Industrial. 90% Impervious .80 .85 .90 .95 NOTES: Soil Group maps are available at the offices of the Department of Public Works. Where actual conditions deviate significantly from the tabulated Imperviousness values of 80% or 90%, the values given for coefficient C. may be revised by inultiplying 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 exampte: Consider commercial property on D soil group. Actual imperviousness = 50% Tabulated imperviousness = 80% Revised C = 50 x 0.85 = 0.53 • 80 lV-A-9 La Costa Ridge - Neighborhood 2.5 Drainage Study CHAPTER 8 HYDROLOGY EXHIBITS Exhibit A Developed Condition Hydrology Map AH:kc h:Veporl9\2352M0O ridge 2.5\4tli subnimalVa04.doo W.O. 2352-100 5/18/2005 8:42 AM