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Home My WebLink AboutCT 04-02; La Costa Ridge Neighborhoods 2.1 and 2.2; Drainage Study; 2005-05-18HUNSAKER ^ASSOCIATES SAN DIECO, INC. PLANNING ENGINEERING SURVEYING IRVINE LOS ANGELES RIVERSIDE SAN DIEGO DRAINAGE STUDY for LA COSTA RIDGE NEIGHBORHOODS 2.1 AND 2.2 City of Carlsbad, California Prepared for: Real Estate Collateral Management Company c/o Morrow Development 1903 Wright Place Suite 180 W.O. 2352-102 May 3, 2004 Revised: November 11, 2004 March 11, 2005 May 18, 2005 : I 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 Ralyfnond L. Martin, R.C.E. Vice President Hunsaker & Associates San Diego, Inc. AH:kc h:\reports\2352\102 ridge 2.1 & 2.2Uth submittal\a04.doc W.O. 2352-102 5/18/2005 9:03 AM La Costa Ridge - Neighborhoods 2.1 and 2.2 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 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 5.1 Curb Inlet Sizing 5.2 Catch Basin Sizing Chapter 6 - Drainage Ditch Design VI AH:kc ti:\repoits\2352M02 rtdge 2.1 12.2VHh 5ubmlttal\a04.doc W.O. 2352-102 5/18/2005 9:02 AM La Costa Ridge Planning Areas 2.1 & 2.2 Drainage Study Chapter 7 - Appendices VII 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) Appendix 7.6 Backbone Storm Drain System Hydraulic Analysis (StormCAD Model Output) at Node 200 Chapter 8 - Hydrology Exhibits VIII Exhibit A Developed Condition Hydrology Map AH:kc h:\repiins\2352\102 ridge 2.1 S 2.2Vttll submlnalVa04.doc W.O. 2352-102 5/18/2005 9:02 AM La Costa Ridge Planning Areas 2.1 & 2.2 Drainage Study EXECUTIVE SUMMARY 1.1 - Introduction La Costa Ridge Planning Areas 2.1 and 2.2 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, and La Costa Ridge Planning Area 2.3 to the south and Planning Area 2.5 to the southeast. avf OF SAN MARCOS 1 PROJECT SITE VICINITY MAP W.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:\iepon5\2352M02 ridge 2.1 i 2.2Utli subminal\a04.doc W.O. 2352-102 5/18/2005 9:02 AM La Costa Ridge Planning Areas 2.1 & 2.2 Drainage Study 1.2 - Existing Conditions Located in the Batiquitos watershed, the 63.7-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 Neighborhoods 2.1 and 2.2 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. Of the 63.7 gross acres, 39.9 acres will be developed. Runoff from the developed site area will be collected by four proposed storm drain systems which will tie into four existing storm drain lines, already depicted in Drawing No. 397-3. The storm drain elements proposed in this report for Neighborhoods 2.1 and 2.2 will tie to the existing storm drain systems at four different locations: • Storm Drain System A: At Corintia Street between Stations 30+00 and 31+00 (just downstream of Node 100) • Storm Drain System B, C and D: At the west cul-de-sac of Corte Tamarindo between Lots 13 and 14 (at Node 200) • Storm Drain System E: At Corintia Street between Stations 51+00 and 52+00 (at Node 300) • Storm Drain System F and G: At Corintia Street near Station 64+00 (at Node 400) For node locations see the "Developed Condition Hydrology Map" located in Chapter 8 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. For constructed slopes, a runoff coefficient of 0.55 was used. 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 Manuaf. Developed condition peak flowrates, listed on Table 1 on the next page, are based AH:kc h:\ieports\2352M02 ridge 2.112.2Mth submlttal\a04.doc W.O. 2352-102 5/180005 9:02 AM La Costa Ridge Planning Areas 2.1 & 2.2 Drainage Study on the AES-99 computer program and the City of Carlsbad Drainage Design Criteria (see Chapters 2 and 3). Mass-graded condition peak flowrates were obtained from the referenced Hunsaker report and are included in Table 1 for comparison purposes. Watershed delineations and node locations are visually depicted on Exhibit A, which is located in the back pocket of this report (see Chapter 8). 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 3.8 8.8 12.2 200 B, C, and D 19.7 37.4 36.2 300 E 6.3 10.4 11.3 400 F and G 15.9 31.6 37.8 Total n/a 45.7 88.2 97.5 * 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 10%. However, at Node 200 the peak discharge of 37.4- cfs has a 3% increment when compared to the existing mass-graded peak flowrate of 36.2-cfs. To ensure that the 1.4-cfs increment at Node 204 does not affect the hydraulics of the backbone storm drain system, the system was re-analyzed with the new increased peak discharge (see Appendix 7.6). 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 Neighborhoods 2.1 and 2.2" 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. AH:kc h:\reports\2352\102 ridge 2.1 & 2.2Mth submltlal\a04.doc W.O. 2352-102 5/18/2005 9:02 AM La Costa Ridge Planning Areas 2.1 & 2.2 Drainage Study Upon finalizing the design ofthe proposed storm drain systems, a hydraulic analysis of ail 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 located at Node 219 has been modified to have an opening height of 13.5-inches instead of the typical 9-inches in order to handle the peak runoff draining into it (see Section 5.2). 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 of the 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, results 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 li:\repon5\23S2\102 ridge 2.1 S. 2.2UHi submittal\a04.doo W.O. 2352-102 5/18/2005 9:02 AM La Costa Ridge Planning Areas 2.1 & 2.2 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 2.1 & 2.2"; 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:ko h:\reports\2352\102 ridge 2.1 3.2.2\4th submlltal\a04.doc W.O. 2352-102 5/18/2005 9:02 AM La Costa Ridge - Neighborhoods 2.1 and 2.2 Drainage Study CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.1 - City of Carlsbad Drainage Design Criteria AH:ko h:\raports\2352\102 ridge 2.1 S 2.2Mth submittal\a04,cloc W.O. 2352-102 5/18/2005 9:02 AM CHAPTER 5 - DRAINAGE AND STORM DRAIN STANDARDS 1. GENERAL I 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 wiil 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. L 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 "1". 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. INLETS A Curb inlets at a sump condition should be designated for two CFS per lineal foot of opening when headwater may rise to the top of curb. B. Curb inlets on a continuous grade should be designed based on the following equation: Q = 0.7 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 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 retum 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 stonm 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 cun/e 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 detemiined 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 contrql 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. An all weather access road from a paved public right-of-way shall be constmcted 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. 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 Planning Areas 2.1 & 2.2 Drainage Study CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.2 - Rational Method Hydrologic Analysis AH:ko li:\raports\2352\102 ridge 2.1 i 2.2Ht(i submiltal\a04.doc W.O. 2352-102 5/18/2005 9:02 AM La Costa Ridge Planning Areas 2.1 & 2.2 Drainage Study 2.2 - Rational Method Hvdrologic Analysis 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. Areas that are 90% impervious were assigned a runoff coefficient of 0.95. Weighed runoff coefficients were used where a combination of land uses was present 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. AIH:kc h:\repori5\2352\102 ridge 2.1 i 2.2Uth submittal\a04.doc W.O. 2352-102 5/18/2005 9:02 AM La Costa Ridge Planning Areas 2.1 & 2.2 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:ko h:\reports\2352\102 ridge 2.1 i 2.2Utti 5ubmittal\a04.doc W.O. 2352-102 5/18/2005 9:02 AM La Costa Ridge Planning Areas 2.1 & 2.2 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 of the T values, Qp = Qb + Qa (Tb^-a); Tp = Tb AH:kc h:\reports\23S2M02 ridge 2.1 & 2.2V4tli submittai\a04.doc W.O. 2352-102 5/18/2005 9:02 AM La Costa Ridge Planning Areas 2.1 & 2.2 Drainage Study CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.3 - Storm Drain System Analysis AH:kc li:\reporis\2352\102 ridge 2.1 ii 2.2\4th submitlal\a04.doc W.O. 2352-102 5/18/2005 9.02 AM La Costa Ridge Planning Areas 2.1 & 2.2 Drainage Study 2.3 - Storm Drain Hvdraulic 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 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 h:\raporl5\2352\102 ridge 2.1 & 2.2V4th submmal\a04.doc W.O. 2352-102 5/18/2005 9:02 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 Trunt<line only with no bend at the junction Tmnl<iine only with 45 degree bend at junction Trunl^line 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 . Headlosses Method Section La Costa Ridge Planning Areas 2.1 & 2.2 Drainage Study CHAPTER 3 RATIONAL METHOD HYDROLOGIC ANALYSIS 3.1 - Weighted Runoff Coefficient Calculations AH:kc h:\repoits\2352\102 ridge 2.1 i 2.2Wth submlttal\a04.doc W.O. 2352-102 VI8/2005 9:02 AM WEIGHTED RUNOFF COEFFICIENT CALCULATIONS LA COSTA RIDGE - NEIGHBORHOODS 2.1 & 2.2 Paved Streets Constructed Slopes Natural Terrain U/S NODE D/S NODE Al (acres) Ci A2 (acres) C2 A3 (acres) C3 Total Area AT (acres) Weighed C Cw 104 105 0.28 0.95 0.60 0.55 0.88 0.68 105 106 0.19 0.95 0.32 0.55 0.51 0.70 201 202 0.14 0.95 0.81 0.55 0.57 0.45 1.52 0.55 202 203 0.10 0.95 0.10 0.55 0.08 0.45 0.28 0.66 207 208 0.48 0.55 0.29 0.45 0.77 0.51 217 218 1.63 0.55 0.54 0.45 2.17 0.53 218 219 0.27 0.95 2.26 0.55 2.53 0.59 219 219 0.77 0.55 0.25 0.45 1.02 0.53 222 223 0.20 0.95 0.50 0.55 0.70 0.66 5/18/2005 1 of 1 H:\EXCEL\2352\102\4th SUBMITTAL\Weighted-C.xls La Costa Ridge Planning Areas 2.1 & 2.2 Drainage Study CHAPTER 3 RATIONAL METHOD HYDROLOGIC ANALYSIS 3.2 - 100-Year Developed Condition AES Model Output AH:kc h:\reparts\2352M02 ridge 2.1 i 2.2Uth subnnittal\a04.doc W.O. 2352-102 5/18/2005 9:02 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 - NEIGHBORHOODS 2.1 AND 2.2 * * 100-YEAR DEVELOPED CONDITION HYDROLOGY ANALYSIS * * W.0.# 2352-102 PREPARED BY: AH * ************************************************************************** FILE NAME: H:\AES99\2 3 52\102\DEV10 0.DAT TIME/DATE OF STUDY: 20:44 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 2.2 - CORINTIA STREET SOUTH (NODE SERIES 100) **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 446.00 UPSTREAM ELEVATION = 652.20 DOWNSTREAM ELEVATION = 63 8.0 0 ELEVATION DIFFERENCE = 14.2 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.212 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.895 SUBAREA RUNOFF(CFS) = 2.40 TOTAL AREA(ACRES) = 1.12 TOTAL RUNOFF(CFS) = 2.4 0 *********************************************************************j^^j^^^^^ FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 638.00 DOWNSTREAM ELEVATION = 619.00 STREET LENGTH(FEET) = 2 98.00 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) = 3.74 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.29 HALFSTREET FLOODWIDTH(FEET) = 7.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.00 PRODUCT OF DEPTH&VELOCITY = 1.42 STREETFLOW TRAVELTIME(MIN) = 0.99 TC(MIN) = 15.21 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.729 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.31 SUBAREA RUNOFF(CFS) = 2.69 SUMMED AREA(ACRES) = 2.43 TOTAL RUNOFF(CFS) = 5.09 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOODWIDTH(FEET) = 8.98 FLOW VELOCITY(FEET/SEC.) = 5.50 DEPTH*VELOCITY = 1.68 **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 10 0.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 19.5 UPSTREAM NODE ELEVATION =611.00 DOWNSTREAM NODE ELEVATION = 610.00 FLOWLENGTH(FEET) = 3.2 5 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.09 TRAVEL TIME(MIN.) = 0.0 0 TC(MIN.) = 15.21 *****************************************************irir****i,i,iri,ir************ FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 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.) = 15.21 RAINFALL INTENSITY(INCH/HR) = 3.73 TOTAL STREAM AREA(ACRES) = 2.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.09 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .6800 INITIAL SUBAREA FLOW-LENGTH = 472.00 UPSTREAM ELEVATION = 670.00 DOWNSTREAM ELEVATION = 63 3.50 ELEVATION DIFFERENCE = 36.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.306 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.507 SUBAREA RUNOFF(CFS) = 3.30 TOTAL AREA(ACRES) = 0.8 8 TOTAL RUNOFF(CFS) = 3.3 0 + - + - _l_ Refer to Section 3.1 in this report for weighted runoff coefficient | calculations for the subarea from Node 104 to Node 105. I - + **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 633.50 DOWNSTREAM ELEVATION = 619.00 STREET LENGTH(FEET) = 203.00 CURB HEIGHT(INCHES) = 5. 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) = 4.24 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.29 HALFSTREET FLOODWIDTH(FEET) = 7.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.65 PRODUCT OF DEPTH&VELOCITY = 1.61 STREETFLOW TRAVELTIME(MIN) = 0.60 TC(MIN) = 8.90 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.266 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 0.51 SUBAREA RUNOFF(CFS) = 1.8 8 SUMMED AREA(ACRES) = 1.3 9 TOTAL RUNOFF(CFS) = 5.18 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOODWIDTH(FEET) = 8.98 FLOW VELOCITY(FEET/SEC.) = 5.60 DEPTH*VELOCITY = 1.71 + ^ I Refer to Section 3.1 in this report for weighted runoff coefficient | I calculations for the subarea from Node 105 to Node 106. | + 4. **************************************************************************** FLOW PROCESS FROM NODE 106.00 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 6.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.9 UPSTREAM NODE ELEVATION = 611.00 DOWNSTREAM NODE ELEVATION = 610.00 FLOWLENGTH(FEET) = 2 9.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.18 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 8.96 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 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.) = 8.96 RAINFALL INTENSITY(INCH/HR) = 5.2 5 TOTAL STREAM AREA(ACRES) = 1.3 9 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.18 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.09 15.21 3.728 2.43 2 5.18 8.96 5.245 1.39 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 8.79 8.96 5.245 2 8.76 15.21 3.728 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.7 9 Tc(MIN.) = 8.96 TOTAL AREA(ACRES) = 3.82 + ^ I END PA 2.2 - CORINTIA STREET SOUTH (NODE SERIES 100) | I BEGIN PA 2.1 - CORTE TAMARINDO WEST AND PA 2.2 - SITIO OCEANO | I (NODE SERIES 2 00) | + ^ **************************************************************************** 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 = 494.00 UPSTREAM ELEVATION = 7 0 9.50 DOWNSTREAM ELEVATION = 690.00 ELEVATION DIFFERENCE = 19.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.924 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOTO) = 3.947 SUBAREA RUNOFF(CFS) = 3.3 0 TOTAL AREA(ACRES) = 1.52 TOTAL RUNOFF(CFS) = 3.3 0 + ^ I Refer to Section 3.1 in this report for weighted runoff coefficient | I calculations for the subarea from Node 201 to Node 202. j + + **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 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 4.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.7 UPSTREAM NODE ELEVATION = 690.00 DOWNSTREAM NODE ELEVATION = 668.00 FLOWLENGTH(FEET) = 207.00 MANNING'S N = 0.015 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.30 TRAVEL TIME(MIN.) = 0.32 TC(MIN.) = 14.25 **********************************************************************j^J^^.^^^ FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.889 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .6600 SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 0.72 TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 4.02 TC(MIN) = 14.25 + - + - Refer to Section 3.1 in this report for weighted runoff coefficient | calculations for the subarea from Node 202 to Node 203. I - + **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.889 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.95 SUBAREA RUNOFF(CFS) = 4.17 TOTAL AREA(ACRES) = 3.75 TOTAL RUNOFF(CFS) = 8.19 TC(MIN) = 14.25 + ^ I The Code 8 above from Node 203 to Node 203 pertains to Lots 33-36 along | I Sitio Oceano as well as half of the street. + -- + ***************************************************************************j FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.9 UPSTREAM NODE ELEVATION = 660.00 DOWNSTREAM NODE ELEVATION = 659.00 FLOWLENGTH(FEET) = 31.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 8.19 TRAVEL TIME(MIN.) = 0.05 TC{MIN.) = 14.3 0 **********************************************************************^.^.j^jj^^ FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.4 UPSTREAM NODE ELEVATION = 659.00 DOWNSTREAM NODE ELEVATION = 656.50 FLOWLENGTH (FEET) = 247.37 MAISINING' S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 8.19 TRAVEL TIME(MIN.) = 0.64 TC(MIN.) = 14.94 **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU StTBAREAc<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.1 UPSTREAM NODE ELEVATION = 659.00 DOWNSTREAM NODE ELEVATION = 64 9.0 0 FLOWLENGTH(FEET) = 212.86 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 8.19 TRAVEL TIME(MIN.) = 0.32 TC{MIN.) = 15.26 ***************************************************************************.( FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 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.) = 15.26 RAINFALL INTENSITY(INCH/HR) = 3.72 TOTAL STREAM AREA(ACRES) = 3.7 5 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.19 **************************************************************************^y FLOW PROCESS FROM NODE 207.00 TO NODE 208.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5100 INITIAL SUBAREA FLOW-LENGTH = 455.00 UPSTREAM ELEVATION = 725.00 DOWNSTREAM ELEVATION = 665.00 ELEVATION DIFFERENCE = 60.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.589 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.020 SUBAREA RUNOFF(CFS) = 1.97 TOTAL AREA(ACRES) = 0.77 TOTAL RUNOFF(CFS) = 1.97 + ^ I Refer to Section 3.1 in this report for weighted runoff coefficient | I calculations for the subarea from Node 207 to Node 208 + -- + **************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 209.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 665.00 DOWNSTREAM ELEVATION = 658.00 STREET LENGTH(FEET) = 235.00 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) = 2.88 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH(FEET) = 8.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.46 PRODUCT OF DEPTH&VELOCITY = 1.02 STREETFLOW TRAVELTIME(MIN) = 1.13 TC(MIN) = 10.72 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.671 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.71 SUBAREA RUNOFF{CFS) = 1.82 SUMMED AREA(ACRES) = 1.4 8 TOTAL RUNOFF(CFS) = 3.80 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.49 FLOW VELOCITY(FEET/SEC.) = 3.72 DEPTH*VELOCITY = 1.18 **************************************************************************** FLOW PROCESS FROM NODE 2 09.00 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 5.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.0 UPSTREAM NODE ELEVATION = 650.00 DOWNSTREAM NODE ELEVATION = 64 9.0 0 FLOWLENGTH(FEET) = 31.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.80 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 10.79 ***********************************************************************^.J^.^^J, FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 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.) =10.79 RAINFALL INTENSITY(INCH/HR) = 4.65 TOTAL STREAM AREA(ACRES) = 1.4 8 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.80 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.19 15.26 3.720 3.75 2 3.80 10.79 4.653 1.48 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.34 10.79 4.653 2 11.22 15.26 3.720 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.22 Tc(MIN.) = 15.26 TOTAL AREA(ACRES) = 5.23 **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 210.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SXJBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.2 UPSTREAM NODE ELEVATION = 64 9.00 DOWNSTREAM NODE ELEVATION = 632.00 FLOWLENGTH(FEET) = 287.37 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 11.22 TRAVEL TIME(MIN.) = 0.36 TC(MIN.) = 15.62 ***********************************************************************.y FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 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.) = 15.62 RAINFALL INTENSITY(INCH/HR) = 3.66 TOTAL STREAM AREA(ACRES) = 5.2 3 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.22 **************************************************************************** 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 SUBAREA FLOW-LENGTH = 407.00 UPSTREAM ELEVATION = 657.30 DOWNSTREAM ELEVATION = 641.0 0 ELEVATION DIFFERENCE = 16.3 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.577 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.214 SUBAREA RUNOFF(CFS) = 2.13 TOTAL AREA(ACRES) = 0.92 TOTAL RUNOFF(CFS) = 2.13 **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 210.00 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.) = 6.8 UPSTREAM NODE ELEVATION = 633.00 DOWNSTREAM NODE ELEVATION = 632.00 FLOWLENGTH(FEET) = 31.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.13 TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 12.65 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 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) = 4.20 TOTAL STREAM AREA(ACRES) = 0.92 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.13 **************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 214.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 397.00 UPSTREAM ELEVATION = 675.00 DOWNSTREAM ELEVATION = 67 0.00 ELEVATION DIFFERENCE = 5.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 18.266 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.313 SUBAREA RUNOFF(CFS) = 1.42 TOTAL AREA(ACRES) = 0.7 8 TOTAL RUNOFF(CFS) = 1.42 **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 215.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 670.00 DOWNSTREAM ELEVATION = 641.00 STREET LENGTH(FEET) = 1093.00 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) = 4.17 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.33 HALFSTREET FLOODWIDTH(FEET) = 10.01 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.72 PRODUCT OF DEPTH&VELOCITY = 1.22 STREETFLOW TRAVELTIME(MIN) = 4.89 TC(MIN) = 23.16 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.843 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 3.51 SUBAREA RUNOFF(CFS) = 5.49 SUMMED AREA(ACRES) = 4.2 9 TOTAL RUNOFF(CFS) = 6.91 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOODWIDTH{FEET) = 12.59 FLOW VELOCITY(FEET/SEC.) = 4.06 DEPTH*VELOCITY = 1.53 **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 210.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 18.0 UPSTREAM NODE ELEVATION = 63 3.00 DOWNSTREAM NODE ELEVATION = 632.00 FLOWLENGTH(FEET) = 5.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 6.91 TRAVEL TIME(MIN.) = 0.0 0 TC(MIN.) = 2 3.16 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 2 3.16 RAINFALL INTENSITY(INCH/HR) = 2.84 TOTAL STREAM AREA(ACRES) = 4.2 9 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.91 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.22 15.62 3.664 5.23 2 2.13 12.65 4.198 0.92 3 6.91 23.16 2.842 4.29 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 16.61 12.65 4.198 2 18.44 15.62 3.664 3 17.06 23.16 2.842 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.44 Tc(MIN.) = 15.62 TOTAL AREA(ACRES) = 10.44 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 216.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.2 UPSTREAM NODE ELEVATION = 632.00 DOWNSTREAM NODE ELEVATION = 631.00 FLOWLENGTH(FEET) = 63.97 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 18.44 TRAVEL TIME(MIN.) = 0.12 TC(MIN.) = 15.74 **************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 216.00 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.) = 15.74 RAINFALL INTENSITY(INCH/HR) = 3.65 TOTAL STREAM AREA(ACRES) = 10.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.44 **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 218.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5300 INITIAL SUBAREA FLOW-LENGTH = 498.00 UPSTREAM ELEVATION = 704.50 DOWNSTREAM ELEVATION = 681.00 ELEVATION DIFFERENCE = 23.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.651 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.997 SUBAREA RUNOFF(CFS) = 4.60 TOTAL AREA(ACRES) = 2.17 TOTAL RUNOFF(CFS) = 4.60 + + I Refer to Section 3.1 in this report for weighted runoff coefficient | I calculations for the subarea from Node 217 to Node 218. | + + **************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 219.00 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 4.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.9 UPSTREAM NODE ELEVATION = 681.00 DOWNSTREAM NODE ELEVATION = 645.00 FLOWLENGTH(FEET) = 328.00 MANNING'S N = 0.015 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.60 TRAVEL TIME(MIN.) = 0.4 6 TC(MIN.) = 14.11 **************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 219.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 3.913 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5900 SUBAREA AREA(ACRES) = 2.53 SUBAREA RUNOFF(CFS) = 5.84 TOTAL AREA(ACRES) = 4.70 TOTAL RUNOFF(CFS) = 10.44 TC(MIN) = 14.11 + - Refer to Section 3.1 of this report for weighted runoff coefficient calculations for the subarea from Node 218 to Node 219. + - - + - + **************************************************************************** FLOW PROCESS FROM NODE 219.00 TO NODE 219.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.913 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5300 SUBAREA AREA(ACRES) = 1.02 SUBAREA RUNOFF(CFS) = 2.12 TOTAL AREA(ACRES) = 5.72 TOTAL RUNOFF(CFS) = 12.55 TC(MIN) = 14.11 + + The Code 8 above from Node 219 to Node 219 pertains to the subarea | drained by Ditch "B". I + - + - Refer to Section 3.1 in this report for weighted runoff coefficient calculations for the subarea from Node 219 to Node 219 above. + - - + - + - + **************************************************************************** FLOW PROCESS FROM NODE 219.00 TO NODE 220.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.5 UPSTREAM NODE ELEVATION = 636.00 DOWNSTREAM NODE ELEVATION = 635.00 FLOWLENGTH(FEET) = 44.69 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 12.55 TRAVEL TIME(MIN.) = 0.0 8 TC(MIN.) = 14.19 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 216.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.2 UPSTREAM NODE ELEVATION =635.00 DOWNSTREAM NODE ELEVATION = 631.00 FLOWLENGTH(FEET) = 148.07 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 12.55 TRAVEL TIME(MIN.) = 0.24 TC(MIN.) = 14.43 **************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 216.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPtTTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.43 RAINFALL INTENSITY(INCH/HR) = 3.86 TOTAL STREAM AREA(ACRES) = 5.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.55 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 18.44 15.74 3.647 10.44 2 12.55 14.43 3.857 5.72 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 29.99 14.43 3.857 2 30.31 15.74 3.647 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 30.31 Tc(MIN.) = 15.74 TOTAL AREA(ACRES) = 16.16 **************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 221.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 9.6 UPSTREAM NODE ELEVATION = 631.00 DOWNSTREAM NODE ELEVATION = 63 0.00 FLOWLENGTH(FEET) = 184.57 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 3 0.31 TRAVEL TIME(MIN.) = 0.32 TC(MIN.) = 16.06 **************************************************************************** FLOW PROCESS FROM NODE 221.00 TO NODE 221.00 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.) = 16.06 RAINFALL INTENSITY(INCH/HR) = 3.60 TOTAL STREAM AREA(ACRES) = 16.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3 0.31 **************************************************************************** FLOW PROCESS FROM NODE 222.00 TO NODE 223.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .6600 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 665.00 DOWNSTREAM ELEVATION = 63 8.0 0 ELEVATION DIFFERENCE = 27.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.095 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 4.857 SUBAREA RUNOFF(CFS) = 2.24 TOTAL AREA(ACRES) = 0.7 0 TOTAL RUNOFF(CFS) = 2.24 + + I Refer to Section 3.1 in this report for weighted runoff coefficient | I calculations for the subarea from Node 222 to Node 223. | I I + + **************************************************************************** FLOW PROCESS FROM NODE 223.00 TO NODE 224.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 63 8.0 0 DOWNSTREAM ELEVATION = 63 7.0 0 STREET LENGTH(FEET) = 99.00 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) = 2.46 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.33 HALFSTREET FLOODWIDTH{FEET) = 10.01 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.20 PRODUCT OF DEPTH&VELOCITY =0.72 STREETFLOW TRAVELTIME(MIN) = 0.75 TC(MIN) = 10.84 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.637 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.44 SUMMED AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 2.68 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOODWIDTH(FEET) = 10.52 FLOW VELOCITY(FEET/SEC.) = 2.19 DEPTH*VELOCITY = 0.74 **************************************************************************** FLOW PROCESS FROM NODE 224.00 TO NODE 221.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.2 UPSTREAM NODE ELEVATION = 63 0.00 DOWNSTREAM NODE ELEVATION = 62 9.00 FLOWLENGTH(FEET) = 2 9.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.0 0 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.68 TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 10.91 **************************************************************************** FLOW PROCESS FROM NODE 221.00 TO NODE 221.00 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.) = 10.91 RAINFALL INTENSITY(INCH/HR) = 4.62 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.68 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 30.31 16.06 3.600 16.16 2 2.68 10.91 4.619 0.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 26.31 10.91 4.619 2 32.41 16.06 3.600 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.41 Tc(MIN.) = 16.06 TOTAL AREA(ACRES) = 16.96 **************************************************************************** FLOW PROCESS FROM NODE 221.00 TO NODE 225.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.5 UPSTREAM NODE ELEVATION = 62 9.00 DOWNSTREAM NODE ELEVATION = 62 7.00 FLOWLENGTH(FEET) = 54.47 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA{CFS) = 32.41 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 16.12 **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 226.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 10.3 UPSTREAM NODE ELEVATION = 627.00 DOWNSTREAM NODE ELEVATION = 625.00 FLOWLENGTH(FEET) = 162.78 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3 2.41 TRAVEL TIME(MIN.) = 0.2 6 TC(MIN.) = 16.3 8 **************************************************************************** FLOW PROCESS FROM NODE 226.00 TO NODE 226.00 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.) = 16.3 8 RAINFALL INTENSITY(INCH/HR) = 3.55 TOTAL STREAM AREA(ACRES) = 16.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3 2.41 **************************************************************************** FLOW PROCESS FROM NODE 227.00 TO NODE 228.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 427.00 UPSTREAM ELEVATION = 651.70 DOWNSTREAM ELEVATION = 641.50 ELEVATION DIFFERENCE = 10.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 15.304 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.713 SUBAREA RUNOFF(CFS) = 1.67 TOTAL AREA(ACRES) = 0.82 TOTAL RUNOFF(CFS) = 1.67 **************************************************************************** FLOW PROCESS FROM NODE 228.00 TO NODE 226.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 641.50 DOWNSTREAM ELEVATION = 633.00 STREET LENGTH(FEET) = 457.00 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) = 3.46 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.33 HALFSTREET FLOODWIDTH(FEET) = 10.01 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.09 PRODUCT OF DEPTH&VELOCITY = 1.01 STREETFLOW TRAVELTIME(MIN) = 2.46 TC(MIN) = 17.77 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.373 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.92 SUBAREA RUNOFF(CFS) = 3.56 SUMMED AREA(ACRES) = 2.74 TOTAL RUNOFF(CFS) = 5.24 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.37 HALFSTREET FLOODWIDTH(FEET) = 12.07 FLOW VELOCITY(FEET/SEC.) = 3.32 DEPTH*VELOCITY = 1.22 **************************************************************************** FLOW PROCESS FROM NODE 226.00 TO NODE 226.00 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.) = 17.77 RAINFALL INTENSITY(INCH/HR) = 3.37 TOTAL STREAM AREA(ACRES) = 2.74 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.24 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 32.41 16.38 3.554 16.96 2 5.24 17.77 3.373 2.74 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 37.38 16.38 3.554 2 35.99 17.77 3.373 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 37.38 Tc(MIN.) = 16.38 TOTAL AREA(ACRES) = 19.70 **************************************************************************** FLOW PROCESS FROM NODE 226.00 TO NODE 200.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 30.4 UPSTREAM NODE ELEVATION = 633.00 DOWNSTREAM NODE ELEVATION = 624.70 FLOWLENGTH(FEET) = 35.41 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 37.38 TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 16.4 0 + + I END PA 2.1-CTE TAMRINDO WEST AND PA 2.1-STO OCEANO NODE SERIES 200) | BEGIN PA 2.1 - CORINTIA STREET CENTER (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 = 500.00 UPSTREAM ELEVATION = 642.3 0 DOWNSTREAM ELEVATION = 63 3.50 ELEVATION DIFFERENCE = 8.8 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 18.335 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.305 SUBAREA RUNOFF(CFS) = 2.42 TOTAL AREA(ACRES) = 1.33 TOTAL RUNOFF(CFS) = 2.42 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 633.50 DOWNSTREAM ELEVATION = 598.00 STREET LENGTH(FEET) = 578.00 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) = 4.07 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.3 0 HALFSTREET FLOODWIDTH(FEET) = 8.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.88 PRODUCT OF DEPTH&VELOCITY = 1.44 STREETFLOW TRAVELTIME(MIN) = 1.97 TC(MIN) = 20.31 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.094 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.94 SUBAREA RUNOFF(CFS) = 3.3 0 SUMMED AREA(ACRES) = 3.2 7 TOTAL RUNOFF(CFS) = 5.72 END OF StIBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.49 FLOW VELOCITY(FEET/SEC.) = 5.61 DEPTH*VELOCITY = 1.77 **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 304.00 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.) = 9.2 UPSTREAM NODE ELEVATION = 590.00 DOWNSTREAM NODE ELEVATION = 5 8 9.00 FLOWLENGTH(FEET) = 29.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.72 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 20.36 **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 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.) = 20.36 RAINFALL INTENSITY(INCH/HR) =3.09 TOTAL STREAM AREA(ACRES) = 3.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.72 **************************************************************************** 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 = 463.00 UPSTREAM ELEVATION = 63 7.80 DOWNSTREAM ELEVATION = 632.5 0 ELEVATION DIFFERENCE = 5.3 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2 0.3 64 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.089 SUBAREA RUNOFF(CFS) = 1.7 8 TOTAL AREA(ACRES) = 1.05 TOTAL RUNOFF(CFS) = 1.78 **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 307.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 632.50 DOWNSTREAM ELEVATION = 598.00 STREET LENGTH(FEET) = 526.00 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) = 3.35 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.2 7 HALFSTREET FLOODWIDTH(FEET) = 7.43 AVERAGE FLOW VELOCITY(FEET/SEC. ) = 5.00 PRODUCT OF DEPTH&VELOCITY = 1.3 7 STREETFLOW TRAVELTIME(MIN) = 1.75 TC(MIN) = 22.12 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.928 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.94 SUBAREA RUNOFF(CFS) = 3.12 SITMMED AREA (ACRES) = 2.99 TOTAL RUNOFF (CFS) = 4.91 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.31 HALFSTREET FLOODWIDTH(FEET) = 8.98 FLOW VELOCITY(FEET/SEC.) = 5.31 DEPTH*VELOCITY = 1.62 **************************************************i,i,ir*****************i,icir*** FLOW PROCESS FROM NODE 307.00 TO NODE 304.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 19.3 UPSTREAM NODE ELEVATION = 590.00 DOWNSTREAM NODE ELEVATION = 5 89.00 FLOWLENGTH(FEET) = 3.2 6 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.91 TRAVEL TIME(MIN.) = 0.00 TC(MIN.) = 22.12 **************************************************.lrici,ir******************i,i,i,i, FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 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.) = 22.12 RAINFALL INTENSITY(INCH/HR) = 2.93 TOTAL STREAM AREA(ACRES) = 2.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.91 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.72 20.36 3.089 3.27 2 4.91 22.12 2.928 2.99 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 10.37 20.36 3.089 2 10.33 22.12 2.928 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.37 Tc(MIN.) = 20.36 TOTAL AREA(ACRES) = 6.2 6 **************************************************************************** FLOW PROCESS FROM NODE 3 04.0 0 TO NODE 3 0 0.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.9 UPSTREAM NODE ELEVATION = 5 8 9.00 DOWNSTREAM NODE ELEVATION = 5 88.00 FLOWLENGTH(FEET) = 94.73 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 10.37 TRAVEL TIME(MIN.) = 0.23 TC(MIN.) = 20.59 1_ END PA 2.1 - CORINTIA STREET CENTER (NODE SERIES 3 00) | BEGIN PA 2.1 - CORTE TAMARINDO EAST, CORTE ALISO AND CORINTIA STREET | EAST (NODE SERIES 400) | + - + - **************************************************************************** FLOW PROCESS FROM NODE 4 01.00 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 = 500.00 UPSTREAM ELEVATION = 642.30 DOWNSTREAM ELEVATION = 623.00 ELEVATION DIFFERENCE = 19.3 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.113 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.913 SUBAREA RUNOFF(CFS) = 5.96 TOTAL AREA(ACRES) = 2.77 TOTAL RUNOFF(CFS) = 5.96 *************************************************************************.) FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 3.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 19.5 UPSTREAM NODE ELEVATION = 614.00 DOWNSTREAM NODE ELEVATION = 555.00 FLOWLENGTH(FEET) = 197.83 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.96 TRAVEL TIME(MIN.) = 0.17 TC(MIN.) = 14.2 8 *************************************************i,ic1,i,1,i,icie*****************i,i, FLOW PROCESS FROM NODE 403.00 TO NODE 403.00 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.) = 14.2 8 RAINFALL INTENSITY(INCH/HR) = 3.88 TOTAL STREAM AREA(ACRES) = 2.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.96 ********************************************************ir*****i,i,iri,i,i,iii,i,i,i,i,i,i, FLOW PROCESS FROM NODE 425.00 TO NODE 426.00 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 = 11.44(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 427.00 UPSTREAM ELEVATION = 665.00 DOWNSTREAM ELEVATION = 564.00 ELEVATION DIFFERENCE = 101.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 SUBAREA RUNOFF(CFS) = 3.16 TOTAL AREA(ACRES) = 1.57 TOTAL RUNOFF(CFS) = 3.16 *****************************************************ie******ir*****i,i,i,i,i,i,j,i,i,i, FLOW PROCESS FROM NODE 426.00 TO NODE 426.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.12 TOTAL AREA(ACRES) = 1.62 TOTAL RUNOFF(CFS) = 3.2 9 TC(MIN) = 11.44 + - + - The Code 8 above from Node 426 to Node 426 pertains to the subarea | drained by Ditch "E". I - + ************************************************************.j^^.j^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 426.00 TO NODE 426.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 0.66 SUBAREA RUNOFF (CFS) = 1.33 TOTAL AREA(ACRES) = 2.28 TOTAL RUNOFF(CFS) = 4.62 TC(MIN) = 11.44 + - The Code 8 above from Node 42 6 to Node 42 6 pertains to the subarea drained by Ditch "C". + - - + - + *********************************************************ir********ir****i,i,i,i,ir FLOW PROCESS FROM NODE 426.00 TO NODE 403.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.3 UPSTREAM NODE ELEVATION = 556.00 DOWNSTREAM NODE ELEVATION = 555.00 FLOWLENGTH(FEET) = 47.88 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.0 0 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA{CFS) = 4.62 TRAVEL TIME(MIN.) = 0.11 TC{MIN.) = 11.55 *************************************************************************^^^ FLOW PROCESS FROM NODE 403.00 TO NODE 403.00 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.) = 11.55 RAINFALL INTENSITY(INCH/HR) = 4.45 TOTAL STREAM AREA(ACRES) = 2.2 8 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.62 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.96 14.28 3.883 2.77 2 4.62 11.55 4.452 2.28 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 9.82 11.55 4.452 2 9.99 14.28 3.883 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.99 Tc(MIN.) = 14.28 TOTAL AREA(ACRES) = 5.05 *******************************************************i,iri,ieiri,i,i,i,i,ir********** 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 24.0 INCH PIPE IS 10.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.5 UPSTREAM NODE ELEVATION = 555.00 DOWNSTREAM NODE ELEVATION = 552.50 FLOWLENGTH(FEET) = 186.99 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 9.99 TRAVEL TIME(MIN.) = 0.42 TC(MIN.) = 14.7 0 **********************************************************************^.i^.y^j^j^^ FLOW PROCESS FROM NODE 404.00 TO NODE 404.00 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.) = 14.70 RAINFALL INTENSITY(INCH/HR) = 3.81 TOTAL STREAM AREA(ACRES) = 5.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.99 ***************************************************************************^ FLOW PROCESS FROM NODE 405.00 TO NODE 406.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 344.00 UPSTREAM ELEVATION = 565.00 DOWNSTREAM ELEVATION = 5 60.00 ELEVATION DIFFERENCE = 5.0 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 16.210 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.578 SUBAREA RUNOFF(CFS) = 1.63 TOTAL AREA(ACRES) = 0.83 TOTAL RUNOFF(CFS) = 1.63 **********************************************************************^^^^^.^ FLOW PROCESS FROM NODE 406.00 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 2.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.2 UPSTREAM NODE ELEVATION = 553.00 DOWNSTREAM NODE ELEVATION = 552.50 FLOWLENGTH(FEET) = 5.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 1.63 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 16.22 **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 404.00 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.) = 16.22 RAINFALL INTENSITY(INCH/HR) = 3.58 TOTAL STREAM AREA(ACRES) = 0.83 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.63 **************************************************************************** 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 = .5500 INITIAL SUBAREA FLOW-LENGTH = 3 95.00 UPSTREAM ELEVATION = 566.20 DOWNSTREAM ELEVATION = 560.00 ELEVATION DIFFERENCE = 6.2 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 16.931 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.479 SUBAREA RUNOFF(CFS) = 1.63 TOTAL AREA(ACRES) = 0.85 TOTAL RUNOFF(CFS) = 1.63 **************************************************************************** FLOW PROCESS FROM NODE 408.00 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 4.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.2 UPSTREAM NODE ELEVATION = 553.00 DOWNSTREAM NODE ELEVATION = 552.50 FLOWLENGTH(FEET) = 2 7.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.63 TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 17.02 **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 404.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 17.02 RAINFALL INTENSITY(INCH/HR) = 3.47 TOTAL STREAM AREA(ACRES) = 0.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.63 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.99 14.70 3.811 5.05 2 1.63 16.22 3.577 0.83 3 1.63 17.02 3.468 0.85 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 13.00 14.70 3.811 2 12.58 16.22 3.577 3 12.30 17.02 3.468 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.0 0 Tc(MIN.) = 14.7 0 TOTAL AREA(ACRES) = 6.73 **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 409.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.7 UPSTREAM NODE ELEVATION = 552.50 DOWNSTREAM NODE ELEVATION = 551.00 FLOWLENGTH(FEET) = 66.49 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.0 0 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 13.00 TRAVEL TIME(MIN.) = 0.11 TC(MIN.) = 14.81 ************************************************************************j 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 24.0 INCH PIPE IS 8.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.7 UPSTREAM NODE ELEVATION = 551.00 DOWNSTREAM NODE ELEVATION = 546.00 FLOWLENGTH(FEET) = 86.77 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 13.00 TRAVEL TIME(MIN.) = 0.11 TC(MIN.) = 14.92 **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 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.) = 14.92 RAINFALL INTENSITY(INCH/HR) = 3.78 TOTAL STREAM AREA(ACRES) = 6.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.00 **************************************************************************** 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 = 450.00 UPSTREAM ELEVATION = 601.00 DOWNSTREAM ELEVATION = 5 68.00 ELEVATION DIFFERENCE = 33.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.810 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.647 SUBAREA RUNOFF(CFS) = 3.65 TOTAL AREA(ACRES) = 1.43 TOTAL RUNOFF(CFS) = 3.65 **************************************************************************** FLOW PROCESS FROM NODE 412.00 TO NODE 413.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 568.00 DOWNSTREAM ELEVATION = 554.00 STREET LENGTH(FEET) = 213.00 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) = 4.12 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH(FEET) = 8.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.94 PRODUCT OF DEPTH&VELOCITY = 1.4 6 STREETFLOW TRAVELTIME(MIN) = 0.72 TC(MIN) = 11.53 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.458 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 0.22 SUBAREA RUNOFF(CFS) = 0.93 SUMMED AREA(ACRES) = 1.65 TOTAL RUNOFF(CFS) = 4.59 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.3 0 HALFSTREET FLOODWIDTH(FEET) = 8.46 FLOW VELOCITY(FEET/SEC.) = 5.50 DEPTH*VELOCITY = 1.62 **************************************************************************** FLOW PROCESS FROM NODE 413.00 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 6.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.7 UPSTREAM NODE ELEVATION = 547.00 DOWNSTREAM NODE ELEVATION = 546.00 FLOWLENGTH(FEET) = 29.24 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.59 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 11.58 **************************************************************************** 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.) = 11.58 RAINFALL INTENSITY(INCH/HR) = 4.44 TOTAL STREAM AREA(ACRES) = 1.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.5 9 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.00 14.92 3.775 6.73 2 4.59 11.58 4.444 1.65 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 15.63 11.58 4.444 2 16.90 14.92 3.775 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.90 Tc(MIN.) = 14.92 TOTAL AREA(ACRES) = 8.3 8 **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 414.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.0 UPSTREAM NODE ELEVATION = 546.00 DOWNSTREAM NODE ELEVATION = 52 0.0 0 FLOWLENGTH(FEET) = 302.28 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 16.90 TRAVEL TIME(MIN.) = 0.30 TC(MIN.) = 15.22 **************************************************************************** FLOW PROCESS FROM NODE 414.00 TO NODE 414.00 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.) = 15.22 RAINFALL INTENSITY(INCH/HR) = 3.73 TOTAL STREAM AREA(ACRES) = 8.3 8 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.90 **************************************************************************** FLOW PROCESS FROM NODE 415.00 TO NODE 416.00 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 = 11.93(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 606.00 UPSTREAM ELEVATION = 665.00 DOWNSTREAM ELEVATION = 53 0.00 ELEVATION DIFFERENCE = 135.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.360 SUBAREA RUNOFF(CFS) = 4.5 7 TOTAL AREA(ACRES) = 2.3 3 TOTAL RUNOFF(CFS) = 4.57 **************************************************************************** FLOW PROCESS FROM NODE 416.00 TO NODE 416.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.360 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.2 9 TOTAL AREA(ACRES) = 2.45 TOTAL RUNOFF(CFS) = 4.86 TC(MIN) = 11.93 + _ ^ I The Code 8 above from Node 416 to Node 416 pertains to the subarea | I drained by Ditch "L" . | + [ **************************************************************************** FLOW PROCESS FROM NODE 416.00 TO NODE 416.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.360 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.04 SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 2.49 TOTAL RUNOFF(CFS) = 4.95 TC(MIN) = 11.93 + ^ I The Code 8 above from Node 416 to Node 416 pertains to the small | I subarea drained by Ditch "F". j + _^_ **************************************************************************** FLOW PROCESS FROM NODE 416.00 TO NODE 414.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.4 UPSTREAM NODE ELEVATION = 522.00 DOWNSTREAM NODE ELEVATION = 520.00 FLOWLENGTH(FEET) = 138.83 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.95 TRAVEL TIME(MIN.) = 0.3 6 TC(MIN.) = 12.2 9 **************************************************************************** FLOW PROCESS FROM NODE 414.0 0 TO NODE 414.0 0 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.) = 12.2 9 RAINFALL INTENSITY(INCH/HR) = 4.28 TOTAL STREAM AREA(ACRES) = 2.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.95 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 16.90 15.22 3.727 8.38 2 4.95 12.29 4.277 2.49 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 19.68 12.29 4.277 2 21.22 15.22 3.727 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.22 Tc(MIN.) = 15.22 TOTAL AREA(ACRES) = 10.87 **************************************************************************** FLOW PROCESS FROM NODE 414.00 TO NODE 417.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.5 UPSTREAM NODE ELEVATION = 52 0.00 DOWNSTREAM NODE ELEVATION = 509.00 FLOWLENGTH(FEET) = 163.21 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 21.22 TRAVEL TIME(MIN.) = 0.16 TC(MIN.) = 15.3 8 *******************************************************ir********ir****ir****** FLOW PROCESS FROM NODE 417.00 TO NODE 417.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< *******************************************************^r^r^r^,^,^,^,^r************* FLOW PROCESS FROM NODE 418.00 TO NODE 419.00 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 = 11.12(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 388.00 UPSTREAM ELEVATION = 668.00 DOWNSTREAM ELEVATION = 523.00 ELEVATION DIFFERENCE = 145.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.562 SUBAREA RUNOFF(CFS) = 0.53 TOTAL AREA(ACRES) = 0.2 6 TOTAL RUNOFF (CFS) = 0.53 **************************************************************************** FLOW PROCESS FROM NODE 419.00 TO NODE 419.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.562 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.0 8 SUBAREA RUNOFF (CFS) = 0.2 0 TOTAL AREA(ACRES) = 0.34 TOTAL RUNOFF(CFS) = 0.73 TC(MIN) = 11.12 + + I The Code 8 above from Node 419 to Node 419 pertains to the subarea | I drained by Ditch "N". | I I + + **************************************************************************** FLOW PROCESS FROM NODE 419.00 TO NODE 419.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.562 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 0.46 TOTAL RUNOFF(CFS) = 0.98 TC(MIN) = 11.12 + + I The Code 8 above from Node 419 to Node 419 pertains to the subarea | I drained by Ditch "0". j I I + + **************************************************************************** FLOW PROCESS FROM NODE 419.00 TO NODE 420.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.3 UPSTREAM NODE ELEVATION = 515.00 DOWNSTREAM NODE ELEVATION = 510.0 0 FLOWLENGTH(FEET) = 19.00 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 0.98 TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 11.15 **************************************************************************** FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 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.) = 11.15 RAINFALL INTENSITY(INCH/HR) = 4.55 TOTAL STREAM AREA(ACRES) = 0.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.98 **************************************************************************** FLOW PROCESS FROM NODE 421.00 TO NODE 420.00 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 = 543.90 DOWNSTREAM ELEVATION = 517.00 ELEVATION DIFFERENCE = 26.90 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.634 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.202 SUBAREA RUNOFF(CFS) = 3.35 TOTAL AREA(ACRES) = 1.4 5 TOTAL RUNOFF(CFS) = 3.35 **************************************************************************** FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 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.) = 12.63 RAINFALL INTENSITY(INCH/HR) = 4.20 TOTAL STREAM AREA(ACRES) = 1.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.35 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.98 11.15 4.554 0.46 2 3.35 12.63 4.202 1.45 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 4.07 11.15 4.554 2 4.26 12.63 4.202 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.26 Tc(MIN.) = 12.63 TOTAL AREA(ACRES) = 1.91 **************************************************************************** FLOW PROCESS FROM NODE 420.00 TO NODE 417.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.5 UPSTREAM NODE ELEVATION = 510.00 DOWNSTREAM NODE ELEVATION = 50 9.00 FLOWLENGTH(FEET) = 29.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.26 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 12.69 **************************************************************************** FLOW PROCESS FROM NODE 417.00 TO NODE 417.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NXmBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.26 12.69 4.190 1.91 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 21.22 15.38 3.702 10.87 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 23.00 12.69 4.190 2 24.98 15.38 3.702 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 24.98 Tc(MIN.) = 15.38 TOTAL AREA(ACRES) = 12.78 **************************************************************************** FLOW PROCESS FROM NODE 417.00 TO NODE 417.00 IS CODE = 12 >>>>>CLEAR MEMORY BANK # 1 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 417.00 TO NODE 417.00 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.) = 15.38 RAINFALL INTENSITY(INCH/HR) = 3.70 TOTAL STREAM AREA(ACRES) = 12.7 8 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.98 **************************************************************************** FLOW PROCESS FROM NODE 422.00 TO NODE 423.00 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 = 5 92.5 0 DOWNSTREAM ELEVATION = 565.00 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) = 2.83 TOTAL AREA(ACRES) = 1.22 TOTAL RUNOFF(CFS) = 2.83 **************************************************************************** FLOW PROCESS FROM NODE 423.00 TO NODE 424.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 565.00 DOWNSTREAM ELEVATION = 518.00 STREET LENGTH(FEET) = 657.00 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) = 4.84 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.3 0 HALFSTREET FLOODWIDTH(FEET) = 8.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.80 PRODUCT OF DEPTH&VELOCITY = 1.71 STREETFLOW TRAVELTIME(MIN) = 1.89 TC(MIN) = 14.43 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.857 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 4.03 SUMMED AREA(ACRES) = 3.12 TOTAL RUNOFF(CFS) = 6.86 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOODWIDTH(FEET) = 10.01 FLOW VELOCITY(FEET/SEC.) = 6.13 DEPTH*VELOCITY = 2.00 **************************************************************************** FLOW PROCESS FROM NODE 424.00 TO NODE 417.00 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.) = 21.3 UPSTREAM NODE ELEVATION = 510.00 DOWNSTREAM NODE ELEVATION = 509.00 FLOWLENGTH(FEET) = 3.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.86 TRAVEL TIME(MIN.) = 0.00 TC(MIN.) = 14.43 **************************************************************************** FLOW PROCESS FROM NODE 417.00 TO NODE 417.00 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.) = 14.43 RAINFALL INTENSITY(INCH/HR) = 3.86 TOTAL STREAM AREA(ACRES) = 3.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.86 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 24.98 15.38 3.702 12.78 2 6.86 14.43 3.857 3.12 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 RUNOFF (CFS) 30 . 84 31.56 Tc (MIN. ) 14 .43 15 . 38 INTENSITY (INCH/HOUR) 3 .857 3 .702 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 31.56 Tc(MIN.) = TOTAL AREA(ACRES) = 15.90 15 . 38 **************************************************************************** FLOW PROCESS FROM NODE 417.00 TO NODE 400.00 IS CODE = >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 12 PIPEFLOW VELOCITY(FEET/SEC.) = 19.8 UPSTREAM NODE ELEVATION = 5 09.00 DOWNSTREAM NODE ELEVATION = 494.2 9 FLOWLENGTH(FEET) = 176.00 GIVEN PIPE DIAMETER(INCH) = PIPEFLOW THRU SUBAREA(CFS) TRAVEL TIME(MIN.) = 0.15 1 INCHES MANNING'S N = 0.013 24.00 NUMBER OF PIPES 31.56 TC(MIN.) = 15.53 END PA 2.1 - CORTE TAMARINDO EAST, CORTE ALISO AND CORINTIA STREET EAST (NODE SERIES 400) END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 31.56 TOTAL AREA(ACRES) = 15.90 Tc(MIN. 15 .53 END OF RATIONAL METHOD ANALYSIS IV La Costa Ridge Planning Areas 2.1 & 2.2 Drainage Study CHAPTER 4 HYDRAULIC ANALYSIS StormCAD Output Model AH:kc li:\iBpoits\2352M02 ridge 2.1 i 2.2\4th subniittal\a04.doc W.O. 2352-102 5/18/2005 9:02 AM Scenario: LA COSTA RIDGE- NEIGHBORHOODS 2.1 AND 2.2 STORM DRAIN SYSTEM "A" CORINTIA STREET (SOUTH) CORINTIA STREET STA. 31+00.00 1-103 SD LINE'A-1" CO-100 p-2 A [10.5] SD LINE "A" CORINTIA STREET STA. 29+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 2.1 & PA 2.2 Project Engineer: Anabella Hedman h:\stormcad\2352\102\4th submittalXsd system a.stm Hunsaker & Associates San Diego, Inc StormCAD v5.5 [5.5005] 05/18/05 09:56:29 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA -H-203-755-1666 Page 1 of 1 Scenario: LA COSTA RIDGE- NEIGHBORHOODS 2.1 AND 2.2 Combined PipeVNode Report Label U/S Node D/S Node u/s Ground Elevation (ft) D/S Ground Elevation (ft) u/s Invert Elevation (ft) D/S Invert Elevation (ft) Length (ft) Slope (%) Pipe Diameter D Manning's "n" Flow (cfs) Max Capacity (cfs) HGL In (ft) HGL Out (ft) Velocity In (ft/s) Velocity Out (ft/s) P-1 1-103 CO-100 617.12 616.82 608.34 608.21 3.25 4.00 18 Inch 0.013 5.09 21.01 609.51 609.54 3.44 3.07 P-2 1-106 CO-100 617.12 616.82 610.17 608.21 29.25 6.70 18 inch 0.013 5.18 27.19 611.05 609.54 4.83 3.12 P-3 CO-100 [10.5] 616.82 608.94 607.88 599.70 127.23 6.43 18 inch 0.013 8.79 26.63 609.03 601.49 6.06 4.97 Title: LA COSTA RIDGE - PA 2.1 & PA 2.2 h:\stormcad\2352\102\4th submittalVsd system a.stm 05/18/05 09:56:43 AM © 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- NEIGHBORHOODS 2.1 AND 2.2 SD LINE "A" (MAIN LINE) CORINTIA STREET (SOUTH) 620.00 Label: CO-100 Rim: 616.82 ft Sump: 607.88 ft 615.00 Label: [10.5] Rim: 608.94 ft Sump: 599.37 ft 610.00 Elevation ( 605.00 600.00 Label: P-3 Up. Invert: 607.88 ft Dn. Invert: 599.70 ft L: 127.23 ft Size: 18 inch S:6.43% 0+00 Title: LA COSTA RIDGE - PA 2.1 & PA 2.2 h:\stormcad\2352\102\4th submittalXsd system a.stm 05/18/05 09:57:34 AM © Haestad Methods, Inc. 1+00 Station (ft) Hunsaker & Associates San Diego, inc 37 Brookside Road Waterbury, CT 06708 USA 595.00 2+00 •1-1-203-755-1666 Project Engineer: Anabella Hedman StormCAD v5.5 [5.5005] Page 1 of 1 Profile Scenario: LA COSTA RIDGE- NEIGHBORHOODS 2.1 AND 2.2 SD LINE "A-1" (LATERAL) CORINTIA STREET (SOUTH) Label: 1-103 Rim: 617.12 ft Sump: 608.34 ft Label: CO-100 Rim: 616.82 ft Sump: 607.88 ft 620.00 Label: P-1 Up. Invert: 608.34 ft Dn. Invert: 608.21 ft L: 3.25 ft Size: 18 inch S: 4.00 % Label: 1-106 Rinh: 617.12 ft Sump: 610.17 ft 615.00 Label: P-2 Up. Invert: Dn. Invert: L: 29.25 ft Size: 18 inch S: 6.70 % 610.17ft 608.21 ft Elevation (ft) 610.00 605.00 0+00 Title: LA COSTA RiDGE - PA 2.1 & PA 2.2 h:\stormcad\2352\102V4th submittalXsd system a.stm 0+50 Station (ft) 1+00 05/18/05 09:57:41 AM © 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 - NEIGHBORHOODS 2.1 AND 2.2 STORM DRAIN SYSTEMS "B", "C' 4 SITIO OCEANO, CORINTIA STREET (CENTER) i CORTE TAMARINDO (WEST) CORINTIA STREET STA 44+00.00 CORTE TAMARINl STA. 9+72.00 CORINTIA STREI STA 39+00.00 Note: (] indicates node identificalion from tie 'Norttiwest System' StomiCAO model output in the referenced "Mass Graded Hydrology Study for VHages of La Costa Neighbothoods 2.1 tliru 2.5" Title: LA COSTA RIDGE - PA 2.1 & PA 2.2 h:X...\2352X102\4th submittalXsd system b-c-d.stm 05/18/05 09:06:19 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 Scenario: LA COSTA RIDGE - NEIGHBORHOODS 2.1 AND 2.2 Combined Pipe\Node Report Label U/S D/S U/S D/S U/S D/S 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 (ft) D (cfs) (ft) (ft) (ft/s) (ft/s) (ft) (ft) (ft) (ft) P-00 1-0 BVC 696.05 683.03 689.78 671.63 25.96 69.92 24 inch 0.013 0.00 189.15 689.78 671.63 0.00 0.00 P-01 BVC EVC 683.03 667.21 671.63 656.77 40.00 37.15 24 inch 0.013 0.00 137.88 671.63 656.77 0.00 0.00 P-02 EVC CO-0 667.21 667.34 656.77 655.49 28.88 4.43 24 Inch 0.013 0.00 47.62 656.77 655.63 0.00 0.00 P-03 CO-0 CO-204 667.34 666.84 655.16 654.62 48.61 1.11 24 inch 0.013 0.00 23.84 655.63 655.63 0.00 0.00 P-1 1-203 CO-204 667.10 666.84 656.05 655.12 31.25 2.98 18 inch 0.013 8.19 18.12 657.16 655.89 5.85 9.03 P-2 CO-204 CO-205 666.84 664.33 654.29 651.82 247.37 1.00 24 inch 0.013 8.19 22.60 655.31 652.65 5.09 6.62 P-3 CO-205 CO-206 664.33 657.88 651.49 646.19 212.86 2.49 24 inch 0.013 8.19 35.69 652.51 647.36 5.09 4.27 P-4 1-209 CO-206 658.14 657.88 647.00 646.69 31.25 0.99 18 inch 0.013 3.80 10.46 647.75 647.32 4.34 5.39 P-5 CO-206 CO-210 657.88 640.80 645.86 629.49 287.37 5.70 24 inch 0.013 11.22 53.99 647.06 631.49 5.69 3.57 P-6 1-215 CO-210 641.06 640.80 630.30 629.99 5.25 5.90 18 Inch 0.013 6.91 25.52 631.32 631.49 5.41 3.91 P-7 1-212 CO-210 641.06 640.80 630.61 629.99 31.25 1.98 18 Inch 0.013 2.13 14.80 631.46 631.49 2.06 1.21 P-8 CO-210 CO-216 640.80 639.50 629.16 627.58 63.97 2.47 24 inch 0.013 18.44 35.55 630.75 630.53 6.89 5.87 P-9 CB-219 CO-220 645.00 644.26 631.75 630.86 44.69 1.99 18 inch 0.013 12.55 14.82 633.91 633.27 7.10 7.10 P-10 CO-220 CO-216 644.26 639.50 630.53 628.08 148.06 1.65 18 inch 0.013 12.55 13.51 632.65 630.53 7.10 7.10 P-11 CO-216 CO-221 639.50 636.64 627.25 623.16 184.57 2.22 24 Inch 0.013 30.31 33.67 629.66 626.35 9.65 9.65 P-12 1-224 CO-221 636.94 636.64 623.45 623.16 29.25 0.99 24 inch 0.013 2.68 22.52 626.35 626.35 0.85 0.85 P-13 CO-221 CO-225 636.64 636.05 622.83 622.28 54.47 1.01 24 Inch 0.013 32.41 22.73 625.36 624.21 10.32 10.44 P-14 CO-225 1-226 636.05 632.22 621.78 619.84 162.78 1.19 30 inch 0.013 32.41 44.78 623.72 622.74 7.94 6.60 P-15 1-226 CO-200 632.22 633.05 619.51 619.16 35.41 0.99 30 inch 0.013 37.38 40.78 622.29 622.00 7.61 7.61 Title: LA COSTA RIDGE - PA 2.1 & PA 2.2 h:\...\2352\102\4th submittalXsd system b-c-d.stm 05/18/05 09:06:49 AM © 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 - NEIGHBORHOODS 2.1 AND 2.2 Label: CO-220 Rim: 644.26 ft Sump: 630.53 ft SD LINE "B" (MAIN LINE) CORINTIA STREET (CENTER) 645.00 640.00 635.00 Elevation (ft) 630.00 Up. Dh. Label: P-10 Invert: 630.53 ft Invert: 628.08 ft L: 148.06 ft Size: 18 inch S: 1.65% 625.00 Label: Up. Invert: 627.25 ft Dn. Invert: 623.16 ft L: 184.57 ft Size: 24 inch S: 2122 % 0+00 1+00 2+00 Station (ft) 3+00 Title: LA COSTA RIDGE - PA 2.1 & PA 2.2 h:X...\2352X102X4th submittalXsd system b-c-d.stm 05/18/05 09:08:06 AM © Haestad Methods, inc. Hunsaker & Associates San Diego, inc 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 620.00 4+00 Project Engineer: Anabella Hedman StormCAD v5.5 [5.5005] Page 1 of 1 Profile Scenario: LA COSTA RIDGE - NEIGHBORHOODS 2.1 AND 2.2 SD LINE "B-1" (LATERAL) CORINTIA ST. (CENTER) 650.00 Label: CB-219 Rim: 645.00 ft Sump: 631.75 ft Label: CO-220 Rim: 644.26 ft Sump: 630.53 ft 645.00 640.00 Elevation (ft) Label: P-9 Up. Invert: 631.75 ft Dn. Invert: 630.86 ft L: 44.69 ft Size: 18 inch S: 1.99 % 635.00 Title: LA COSTA RIDGE - PA 2.1 & PA 2.2 h:X...X2352X102X4th submittalXsd system b-c-d.stm 05/18/05 09:08:13 AM 0+00 © Haestad Methods, inc. 0+50 Station (ft) 630.00 1+00 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 - NEIGHBORHOODS 2.1 AND 2.2 SD LINE "B-2" (LATERAL) CORINTIA ST. (CENTER) Label: 1-224 Rim: 636.94 ft Sump: 623.45 ft 640.00 Label: CO-221 Rim; 636.64 ft Sunip: 622.83 ft 635.00 630.06levation (ft) Label: P-12 Up. Invert: 623.45 ft Dn. Invert: 623.16 ft L: 29.25 ft Size: 24 inch 8: 0.99 % 625.00 Title: LA COSTA RIDGE - PA 2.1 & PA 2.2 h:X...\2352X102\4th submittalXsd system b-c-d.stm 05/18/05 09:08:22 AM 0+00 I Haestad Methods, inc. 0+50 Station (ft) 620.00 1+00 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 - NEIGHBORHOODS 2.1 AND 2.2 SD LINE "C" (MAIN LINE) SITIO OCEANO Elevation (fl) 0+00 Station (ft) Ubel: P-^ - Up. Inveit 629.16 fl Dn.lnveit 627.58 fl L: 63.97 ft Size: 24 inch S: 2.47% 625.00 9+00 Title: LA COSTA RiDGE - PA 2.1 & PA 2.2 h:X...X2352\102X4th submittalXsd system b-c-d.stm 05/18/05 09:07:02 AM © Haestad Methods, Inc. Hunsaker & Associates San Diego, inc 37 Brookside Road Waterbury, CT 06708 USA 1-1-203-755-1666 Project Engineer: Anabella Hedman StormCAD v5.5 [5.5005] Page 1 of 1 Profile Scenario: LA COSTA RIDGE - NEIGHBORHOODS 2.1 AND 2.2 SD LINE "C-I" (LATERAL) SITIO OCEANO Label: CO-210 Rim: 640.80 ft Sump: 629.16 ft Label: 1-212 Rim: 641.06 ft Sump: 630.61 ft 645.00 Label: 1-215 Rim: 641.06 ft Sump: 630.30 ft Label: P-7 Up. Inveit: 630.61 ft Dn. Inveit: 629.99 ft L: 31.25 ft Size: 18 inch S: 1.98% 640.00 635.B(fevation (ft) 630.00 Label: P-6 Up. Inveit: 630.30 ft Dn. Invert: 629.99 ft L: 5.25 ft Size: 18 inch S: 5.90 % Title: LA COSTA RIDGE - PA 2.1 & PA 2.2 h:X...X2352X102X4th submittalXsd system b-c-d.stm 05/18/05 09:07:10 AM 0+00 © Haestad Methods, inc. 0+50 Station (ft) Hunsaker & Associates San Diego, inc 37 Brookside Road Waterbury, CT 06708 USA 625.00 1+00 + 1-203-755-1666 Project Engineer: Anabella Hedman StormCAD v5.5 [5.5005] Page 1 of 1 Profile Scenario: LA COSTA RIDGE - NEIGHBORHOODS 2.1 AND 2.2 SD LINE "C-2" (LATERAL) SITIO OCEANO Label: 1-209 Rim: 658.14 ft Sump: 647.00 ft Label: CO-206 Rim: 657.88 ft Sump: 645.86 ft 660.00 655.00 650.00 Elevation (ft) Label: P-4 Up. Invert: 647.00 ft Dn. Ifiveit: 646.69 ft L: 31 Size 25 ft 18 inch S: 0.99 % 645.00 Title: LA COSTA RiDGE - PA 2.1 & PA 2.2 h:X...X2352X102X4th submittalXsd system b-c-d.stm 05/18/05 09:07:17 AM 0+00 © Haestad Methods, inc. 0+50 Station (ft) ' 640.00 1+00 Hunsaker & Associates San Oiego, 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 - NEIGHBORHOODS 2.1 AND 2.2 SD LINE"C-4" (OFFSITE FROM WATER TANK) SITIO OCEANO Label: 1-0 Rim: 696.05 ft Sump: 689.78 ft 700.00 695.00 690.00 Label: BVC Rinfi: 683.03 ft Sump: 671.63 ft 685.00 Label: P-00 Up. InveH: 689.78 ft Dn. Invert: 671.63 ft L: 25.96 ft Size: 24 inch S: 69.92 % Label: P-01 Up. InveH: 671.63 ft Dn. Invert: 656.77 ft L: 40.00 ft Size: 24 inch S: 37.15 % 0+00 6800&evation (ft) 675.00 Label: EVC Rim: 667.21 ft SLimp: 656.77 ft 670.00 Label: CO-0 Rim: 667.34 ft Sump: 655.16 ft 655.00 1+00 Label: P-02 Up. Invert: 656.77 ft Dn. Invert: 655.49 ft L: 28.88 ft Size: 24 inch S: 4.43 % Station (ft) Title: LA COSTA RIDGE - PA 2.1 & PA 2.2 h:X...\2352\102\4th submittalXsd system b-c-d.stm 05/18/05 09:07:55 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 Profile Scenario: LA COSTA RIDGE - NEIGHBORHOODS 2.1 AND 2.2 SD LINE "D" (MAIN LINE) CORTE TAMARINDO (WEST) 640.00 Label; CO-225 Rim: 636.05 ft Sump: 621.78 ft Label: 1-226 Rim: 632.22 ft Sump: 619.51 ft Label: CO-200 Rim: 633.05 ft Sump: 618.83 ft 635.00 630.00 Elevation ( 625.00 Up. Invert: 621.78 ft Dl). Invert: 619.84 ft L: 162.78 ft Size: 30 inch S:1.19% Label: P-15 Up. Invert: 619.51 ft Dn. Invert: 619.16 ft L 35.41 ft Size: 30 inch 8:0.99% 620.00 0+00 Title: LA COSTA RIDGE - PA 2.1 & PA 2.2 h:X...X2352X102X4th submittalXsd system b-c-d.stm 05/18/05 09:08:30 AM 0+50 © Haestad Methods, Inc. 1+00 1+50 2+00 ^ 615.00 2+50 Station (ft) 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 - NEIGHBORHOODS 2.1 AND 2.2 STORM DRAIN SYSTEM "E" CORINTIA STREET (CENTER) 1-307 • CO-304 [3 CORINTIA STREET STA. 51+00.00 , CM • 1-303 SD LINE "E-1' SD LINE 'E" A |-300=[J-1] P-3 CORINTIA STREET STA. 52+00.00 Note: [ ] indicates node identification from the "Northern 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 2.1 & PA 2.2 h:XstormcadX2352X102\4th submittalXsd system e.stm 05/18/05 09:56:55 AM © 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 - NEIGHBORHOODS 2.1 AND 2.2 Combined Pipe\Node Report Label U/S Node D/S Node U/S Ground Elevation (ft) D/S Ground Elevation (ft) U/S Invert Elevation (ft) D/S Invert Elevation (ft) Length (ft) Slope (%) Pipe Diameter D Manning's "n" Flow (cfs) Max Capacity (cfs) HGL In (ft) HGL Out (ft) \/elocity In (ft/s) Velocity Out (ft/s) P-1 1-307 CO-304 601.44 601.14 593.55 593.42 3.25 4.00 18 Inch 0.013 4.91 21.01 594.40 594.50 4.74 3.60 P-2 1-303 CO-304 601.44 601.14 594,19 593.42 29.25 2.63 18 inch 0.013 5.72 17.04 595.11 594.50 5.02 4.20 P-3 CO-304 1-300 601.14 595.49 592.92 588.00 94.73 5.19 24 inch 0.013 10.37 51.55 594.07 589.28 5.53 4.88 Title: LA COSTA RiDGE - PA 2.1 & PA 2.2 h:\stormcadX2352X102X4th submittalXsd system e.stm 05/18/05 09:57:03 AM © 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 - NEIGHBORHOODS 2.1 AND 2.2 SD LINE "E" (IWAIN LINE) CORINTIA STREET (CENTER) Label: CO-304 Rim: 601.14 ft Sump: 592.92 ft 605.00 600.00 Label: 1-300 Rim: 595.49 ft Sump: 587.67 ft 595.00 Elevation (ft) 590.00 0+00 Title: LA COSTA RIDGE - PA 2.1 & PA 2.2 h:XstormcadX2352\102\4th submittalXsd system e.stm 0+50 Station (ft) 585.00 1+00 05/18/05 09:57:12 AM © Haestad Methods, inc. Hunsaker & Associates San Diego, 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 Profile Scenario: LA COSTA RIDGE - NEIGHBORHOODS 2.1 AND 2.2 SD LINE "E-1" (LATERAL CORINTIA STREET (CENTER) 605.00 Label: 1-307 Rim: 601.44 ft Sump: 593.55 ft Label: CO-304 Rim: 601.14 ft Sump: 592.92 ft Label: P-1 Up. Invert: 593.55 ft Dn. Invert: 593.42 ft L: 3.25 ft Size: 18 inch S: 4.00 % Rim Sump Label: 1-303 : 601.44 ft 594.19 ft 600.00 Elevation (ft) 595.00 Label: P-2 Up. Inveri: 594.19 ft Dn. Invert: 593.42 ft L: 29.25 ft Size: 18 inch S: 2.63 % 590.00 0+00 Title: LA COSTA RiDGE - PA 2.1 & PA 2.2 h:XstormcadX2352X102\4th submittalXsd system e.stm 05/18/05 09:57:19 AM © Haestad Methods, inc. 0+-50 1+00 Station (ft) 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 cj Q Z < M" V) Q O O X O ffl X o UJ z I UJ (3 9 < I-w o o < re c u (0 Scenario: LA COSTA RIDGE - NEIGHBORHOODS 2.1 AND 2.2 Combined Pipe\Node Report Label U/S Node D/S Node U/S Ground Elevation (ft) D/S Ground Elevation (ft) U/S Invert Elevation (ft) D/S Invert Elevation (ft) Length (ft) Slope (%) Pipe Diameter D Manning's "n" Flow (cfs) Max Capacity (cfs) HGL In (ft) HGL Out (ft) Velocity In (ft/s) Velocity Out (ft/s) P-0 1-402 BVC 622.87 582.48 615.32 567.56 131.30 36.37 24 inch 0.013 5.96 136.43 616.18 567.84 4.59 21.74 P-00 BVC EVC 582.48 564.84 567.56 558.60 40.00 22.40 24 inch 0.013 5.96 107.06 568.42 559.63 4.59 3.67 P-1 EVC CO-403 564.84 563.92 558.60 556.36 26.53 8.44 24 inch 0.013 5.96 65.73 559.46 557.53 4.59 3.12 P-2 CB-426 CO-403 565.40 563.92 557.78 556.86 47.88 1.92 18 Inch 0.013 4.62 14.56 558.61 557.45 4.64 7.17 P-3 CO-403 CO-404 563.92 559.58 556.03 551.77 186.99 2.28 24 inch 0.013 9.99 34.14 557.16 553.30 5.45 3.87 P-4 1-406 CO-404 559.84 559.58 552.53 552.27 5.25 4.95 18 inch 0.013 1.63 23.38 553.28 553.30 1.86 1.26 P-5 1-408 CO-404 559.85 559.58 552.82 552.27 27.25 2.02 18 inch 0.013 1.63 14.92 553.30 553.30 3.35 1.26 P-6 CO-404 CO-409 559.58 559.40 551.44 549.78 66.49 2.50 24 Inch 0.013 13.00 35.74 552.74 551.20 6.03 5.45 P-7 CO-409 CO-410 559.40 553.88 549.45 545.81 86.77 4.19 24 inch 0.013 13.00 46.33 550.75 547.39 6.03 4.89 P-8 1-413 CO-410 554.18 553.88 546.47 545.81 29.24 2.26 24 inch 0.013 4.59 33.99 547.22 547.39 4.24 1.72 P-9 CO-410 CO-414 553.88 528.05 545.48 519.99 302.27 8.43 24 inch 0.013 16.90 65.69 546.96 521.86 6.77 5.54 P-10 CB-416 CO-414 528.80 528.05 523.47 520.49 138.83 2.15 18 inch 0.013 4.95 15.39 524.33 521.86 4.75 2.93 P-11 CO-414 CO-417 528.05 517.33 519.66 509.26 163.22 6.37 24 inch 0.013 21.22 57.10 521.31 512.46 7.66 6.75 P-12 CB-419 1-420 522.00 517.64 512.50 510.78 19.00 9.05 18 inch 0.013 0.98 31.60 512.87 512.55 2.90 0.55 P-13 i-420 CO-417 517.64 517.33 510.45 509.76 29.25 2.36 18 inch 0.013 4.26 16.13 512.51 512.46 2.41 2.41 P-14 1-424 CO-417 517.64 517.33 509.92 509.76 3.25 4.92 18 inch 0.013 6.86 23.31 512.47 512.46 3.88 3.88 P-15 CO-417 CO-400 517.33 505.02 508.93 494.29 176.00 8.32 24 inch 0.013 31.56 65.24 510.81 498.37 10.28 10.05 Title: LA COSTA RiDGE - PA 2.1 & PA 2.2 h:X...X2352X102X4th submittalXsd system f-g.stm 05/18/05 09:58:26 AM © 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 - NEIGHBORHOODS 2.1 AND 2.2 SD LINE "F" (MAIN LINE) CORTE ALISO 570.00 Label: CO-409 Rim: 559.40 ft Sump; 549.45 ft 565.00 560.00 Elevation (ft) 555.00 Label: P-2 Up. Invert: 557.78 ft Dn. Invert: 556.86 ft L: 47.88 ft Size: 18 inch S:1.921% Label: P-3 Up. Invert: 556.03 ft Dn. Invert: 551.77 ft ; I.: 186.99 ft Size: 24 inch S: 2.28 % 550.00 0+00 0+50 1+00 1+50 2+00 2+50 Label: P-6 Up. Invert: 551.44 ft Dn. Invert: 549.78 ft L: 66.49 ft Size: 24 inch S: 2.50 % 3+00 545.00 3+50 Title: LA COSTA RIDGE - PA 2.1 & PA 2.2 h:\...X2352X102X4th submittalXsd system f-g.stm 05/18/05 09:58:35 AM © Haestad Methods, Inc. Station (ft) 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 - NEIGHBORHOODS 2.1 AND 2.2 SD LINE "F-1" (OFFSITE) CORTE TAMARINDO TO CORTE ALISO r- Label: 1-402 i / Rim: 622.87 ft i Sump: 615.32 ft Label: P-0 Up. Invert: 615.32 ft Dn. Invert: 567.56 ft L; 13i;.30 ft Size: 24 inch S: 36.37 % 630.00 620.00 610.00 600.00 590.00 Elevation (ft) 580.00 570.00 Label: P-00 IJp. Invert: 567.56 fi Dn. Invert: 558.60 fi L: 40.00 ft Size: 24 incli S: 22.40 % Label: P-1 Up. Invert: 558.60 ft Dn. Invert: 556.36 ft L: 26.53 ft Size: 24 inch S: 8.44 % 560.00 Title: LA COSTA RiDGE - PA 2.1 & PA 2.2 h:X...\2352X102X4th submittalXsd system f-g.stm 05/18/05 09:58:41 AM 0+00 © Haestad Methods, inc. 1+00 2+00 Station (ft) ' 550.00 3+00 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 - NEIGHBORHOODS 2.1 AND 2.2 SD LINE "F-2" (LATERAL) CORTE ALISO Label: 1-406 Rim: 559.84 ft Sump: 552.53 ft Label: CO-404 Rim: 559.58 ft Sump: 551.44 ft Label: P-4 Up. Invert: 552.53 ft Dn. Invert: 552.27 ft L: 5.25 ft Size: 18 inch S: 4.95 % Title: LA COSTA RIDGE - PA 2.1 & PA 2.2 h:X...X2352X102\4th submittalXsd system f-g.stm 05/18/05 09:58:49 AM Label: 1-408 Rim: 559.85 ft Sump: 552.82 ft 560.00 555.00 Elevation (ft) Label: P-5 Up. Invert: 552.82 ft Dn. Invert: 552.27 ft L: 27.25 ft Size: 18 inch S: 2.02 % 0+00 0+50 Station (ft) Hunsaker & Associates San Diego, inc 37 Brookside Road Waterbury, CT 06708 USA 550.00 1+00 © Haestad Methods, inc. + 1-203-755-1666 Project Engineer: Anabella Hedman StormCAD v5.5 [5.5005] Page 1 of 1 Profile Scenario: LA COSTA RIDGE - NEIGHBORHOODS 2.1 AND 2.2 Label: CO-409 Rim: 559.40 ft Sump; 549.45 ft SD LINE "G" (MAIN LINE) CORINTIA STREET (EAST) 560.00 550.00 Label: P-7 Up. Invert: 549.4S ft Dn. Invert: 545.81 ft L: 86.77 ft Size: 24 inbh S:4.19i% 540.00 530.00 0+00 Title: UK COSTA RIDGE - PA 2.1 & PA 2.2 h:X...X2352X102X4th submittalXsd system f-g.stm 05/18/05 09:58:56 AM Elevation (ft) 520.00 > 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 - NEIGHBORHOODS 2.1 AND 2.2 SD LINE "G-1" (LATERAL) CORINTIA STREET (EAST) Label: 1-413 Rim: 554.18 ft Sump: 546.47 ft Label: CO-410 Rim: 553.88 ft Sump: 545.48 ft 555.00 550.00 Elevation (ft) Label: P-8 Up. Invert: 546.47 ft Dn. Invert: 545.81 ft L: 29.24 ft Size: 24 inch S: 2.26 % 0+00 0+50 Station (ft) 545.00 1+00 Title: LA COSTA RiDGE - PA 2.1 & PA 2.2 h:X...X2352X102X4th submittalXsd system f-g.stm 05/18/05 09:59:02 AM 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 - NEIGHBORHOODS 2.1 AND 2.2 SD LINE "G-2" (LATERAL) CORINTIA STREET (EAST) Label: CB-416 Rim: 528.80 ft Sump: 523.47 ft L3bel: CO-414 Rim: 528.05 ft Sump: 519.66 ft 530.00 525.00 Elevation (ft) 520.00 Label: P-10 Up. Invert: 523.47 ft Dn. Invert: 520.49 ft L: 138.83 ft Size: 18 inch S: 2.15 % 0+00 Title: LA COSTA RIDGE - PA 2.1 & PA 2.2 h:\...\2352\102Uth submittalXsd system f-g.stm 05/18/05 09:59:10 AM 0+50 © Haestad Methods, inc. 1+00 Station (ft) 1+50 515.00 2+00 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 - NEIGHBORHOODS 2.1 AND 2.2 SD LINE "G-3" (LATERAL) CORINTIA STREET (EAST) 525.00 Label: CB-419 Rim: 522.00 ft Sump: 512.50 ft Label: 1-420 Rim:; 517.64 ft Surrip: 510.45 ft Label: P-12 Up. Invert: 512.50 ft Dn. Invert: 510.78 ft L: 19.00 ft Size: 18 inch S: 9.05 % Label: CO-417 Rim: 517.33 ft Sump: 508.93 ft Label: 1-424 Rim: 517.64 ft Sump: 509.92 ft 520.00 515.00 Elevation (ft) Label: P-14 510.00 Up. Invert: 509.92 ft On. Invert: 509.76 ft L: 3.25 ft Size: 18 inch S: 4.92 % Label: P-13 Up. Invert: 510.45 ft Dn. Invert: 509.76 ft L: 29.25 ft Size: 18 inch S:;2.36% 0+00 Title: LA COSTA RiDGE - PA 2.1 & PA 2.2 h:X...X2352\102\4th submittalXsd system f-g.stm 05/18/05 09:59:17 AM 0+50 Station (ft) ' 505.00 1+00 Hunsaker & Associates San Diego, inc > 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 V La Costa Ridge Planning Areas 2.1 & 2.2 Drainage Study CHAPTER 5 INLET & CATCH BASIN SIZING 5.1 - Curb Inlet Sizing AH:kc li:\reports\2352M02 ridge 2.11 2.2\4th submltlal\a(M.cloc W.O. 23S2-102 5/1S/2005 9:02 AM LA COSTA RIDGE - NEIGHBORHOODS 2.1 AND 2.2 CURB INLET SIZING Type Inlet Street Surface Gutter Flow Required Use of at Slope^ Flow^ Depression Depth^ Length of Length ^ Inlet Node S (%) Q (cfs) a (ft) y(ft) Opening" (ft) (ft) ON-GRADE 224 1.00% 2.7 0.33 0.33 7.2 9 ON-GRADE 303 6.00% 5.7 0.33 0.32 15.7 17 ON-GRADE 307 6.00% 4.9 0.33 0.30 13.9 15 ON-GRADE 406 3.60% 1.6 0.33 0.24 5.4 7 ON-GRADE 408 3.60% 1.6 0.33 0.24 5.4 7 ON-GRADE 413 7.10% 4.6 0.33 0.29 13.4 15 ON-GRADE 420 6.50% 3.4 0.33 0.27 10.2 12 ON-GRADE 424 6.50% 6.9 0.33 0.33 18.3 20 ON-GRADE 103 7.00% 5.1 0.33 0.30 14.5 16 ON-GRADE 106 7.00% 5.2 0.33 0.30 14.7 16 ON-GRADE 203 1.00% 8.2 0.33 0.45 17.1 19 ON-GRADE 209 6.04% 3.8 0.33 0.28 11.3 13 ON-GRADE 212 5.00% 2.1 0.33 0.25 6.9 8 ON-GRADE 215 5.00% 6.9 0.33 0.34 18.0 19 1 2 3 ,2/3 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) Type Inlet Street Surface Gutter Flow Required Use of at Slope^ Flow^ Depression Depth Length of Length * Inlet Node S (%) Q (cfs) a (ft) y(ft) Opening^ (ft) (ft) SUMP 226 N\A 5.2 N\A N\A 2.6 5 SUMP 402 N\A 6.0 N\A N\A 3.0 5 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) 5/18/2005 1 of 1 H:\EXCEL\2352\102\4th SUBMITTAL\INLETS-CARLSBAD.xls LA COSTA RIDGE - NEIGHBORHOODS 2.1 AND 2.2 CATCH BASIN TYPE "F" MAXIMUM CAPACITY CALCULATION Dimensions obtained froin City of San Diego Standard Draxrt/ings (Drawing D-7): 3' 13.5" 4.5" 7.5" 1.5" y = 0.405' (Centroid) Q,a,= 0.6AV(2gh) Qn,ax=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 426: Q= 4.62 cfs Two Openings: Motherly Side Southerly Side Q = 1.33 Cfs Q = 3.29 cfs At Node 416: Q= 4.95 cfs One Opening: Southwesterly Side At Node 419: Q= 0.98 cfs Two Openings: NotherlySide Southerly Side Q = 0.73 cfs Q = 0.25 Cfs 5/18/2005 1 of 2 H:\EXCEL\2352\102\4th SUBMITTAL\CB F.xis LA COSTA RIDGE - NEIGHBORHOODS 2.1 AND 2.2 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) W= X= X-6"= I:A7= y=ZAy/EA= h= H= H+h= 3.0 (ft) 18 (in) 12 (in) 1.89 (ft') 3.19 (ft^) 0.59 (ft) 0.91 (ft) 0.00 (ft) 0.91 (ft) Q,3x=0.6AV(2gh) Input width of opening Input depth from top of box to fiowline 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 219: Q = 12.55 cfs Two Openings: Notherly Side Southerly Side Q = 2.12 cfs Q = 10.44 cfs 5/18/2005 2 of 2 H:\EXCEL\2352\102\4th SUBMITTALVCB F.xIs La Costa Ridge Planning Areas 2.1 & 2.2 Drainage Study CHAPTER 5 INLET & CATCH BASIN SIZING 5.2 - Catch Basin Sizing AH:kc li:\reports\2352\102 ridgs 2.1 & 2.2Vtth submitlana04.dac W.O. 2352-102 5/19/2005 9:02 AM VI La Costa Ridge Planning Areas 2.1 & 2.2 Drainage Study CHAPTER 6 DRAINAGE DITCH DESIGN AH:kc li:\repar1s12352M02 ridgs 2.1 12.2wm subminal\a04.iloc W.O. 2352-102 5/1S/200S 9:02 AM DRAINAGE DITCH SIZING LA COSTA RIDGE - NEIGHBORHOODS 2.1 AND 2.2 Drainage Ditch Conveyed Drainage Draiange ID Node^ Flow^ (cfs) Ditch Size^ (ft) Ditch Type^ A 10.44 3 Modified D B 2.12 2 B C 1.33 3 Modified D D 3.16 3 Modified D E 0.12 2 B F 0.10 2 B G 1.52 3 Modified D H 1.62 2 B 1 3.15 3 Modified D J 1.52 3 Modified D K 4.86 3 Modified D L 0.29 2 B M 0.73 3 Modified D N 0.20 2 B 0 0.25 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 5/18/2005 1 of 1 H:\EXCEL\2352\102\4th SUBMITTAL\BDITCH.xls TERACE DITCH REPORT Label Diameter (ft) Discharge (cfs) Slope (%) Mannings "n" Flow Depth (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 Hunsaker & Associates - San Diego, Inc FlowMastsr u7 n rr nno<;i 05/06/04 12:11:07 PM (S Haestad IVIethods. Ine. X7 Rmnk.^iri^ Pn:,H \/\/gtorhim/ (TT nftTnn I Igfl j.H.'jm -7ce Hoaa r. ...... n:\hydrology\dltches.fm2 TERRACE DITCH CROSS SECTION Project Description Worl<sheel Cross Section Flow Element Circular Channe Method Manning's Fomni Solve For Channel Depth Section Data Mannings CoefficJ.OI 5 Slope Depth Diameter Discharge Diameter Freeboard = 0.50 ft V:ll\ H:1 NTS -OOyrbcl'tch.fmZ Hunsaker & Associates • San Diego, Inc. Project Engineer Anabella Hedman FlowMaster ve.1 151401 VII La Costa Ridge Planning Areas 2.1 & 2.2 .Drainage Study CHAPTER 7 APPENDICES Appendix 7.1 100-Year, 6-Hour Isopluvial Map AH:kc li:\repoits\2352M02 rtdge 2.1 & 2.2\4m subfnittal\a04.doc W.O. 2352-102 5/18/2005 9:02 AM COUffTY OF SAN DIEGO DEPARTMENT OF SANITATION & FLOOD CONTROL 33* 100-YEAR 6-HOUR PRECIPITATIO! ^20.^ ISOPLUVIALS PRECIPlTATIOn m OF 100-YEAR 8-HOUR Ermis OF Ari irxii Prcpakd by U.S. DEPARTMENfr OF COMMERCE NATIOWAL OCEANIC AND AT.\{oSPHERIC ADMINISTRATION PECIAL STUDIES BRANCH, OFFICE OF Jif UROLOGY. NATIONAL WEATHER SERVICE 30 A r>T»mkTr\x V vT c La Costa Ridge Planning Areas 2.1 & 2.2 Drainage Study CHAPTER 7 APPENDICES Appendix 7.2 Rainfall-Duration Design Cliart AH:kc h:\reparts\23S2\102 ddge 2.112.2V4th 5ubmltlal\a04.doc W.O. 2352-102 5/19/2005 9:02 AM INTENSITY-DU/V^Ti., DESIGN CHART Directions for Application: 1) From precipitation naps determine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed In the County Hydro!on> Manual (10, 50 rind 100 yr. maps included in th Design and Procedure Manual). 2) Adjust 6 hr. precipitation (if necessary) so that It is within the range of 455; 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 yr. 1) _1n., P24= ^6 = 2) Adjusted *Pg= 3^ ^c'' 4) I » 24 in. min. in/hr. *Not Applicable to Desert Region 15 20 APPENDIX XI IV-A-14 La Costa Ridge Planning Areas 2.1 & 2.2 Drainage Study CHAPTER 7 APPENDICES Appendix 7,3 Nomograph for Determination of Time of Concentration (Tc) for Natural Watersheds AH:kc h:\rapoits\2352\102 ddge 2.112.2Uth 5ulimittalVa04.doc W.O. 2352-102 5/13/2005 9:02 AM H •B60 - 70O - £00 \ —2aaa £QU/}r/OAJ .3 as 7c - 7//7fe o/ co/7ce/7/r£Ly-/o/7 e/fec^/'re s/ao<s //ne CSce Appe/id/)i-)(-B) ^ 7^ JO — SOO '400 '300 •200 \ \ 4A J- 2- \ \ •/OO \ - /^ 'SO •¥0 — 2a 0.£ — NOTE ijFOR NATURAL WATERSHED^ \ ADD TEN MINUTES TO \ \ COMPUTED TIME OF CON-i JCENTRATION. jl — JO — 5 H J/otf^s 4— — 4^0 U.JOOO' \ \ — 200O •/SOO /£00 /400 /200 - /ooo 900 • 800 . 700 •£00 -fOO \—400 \ \ \ 300 200 M//7U^£S — 240 /SO /20 /OO 30 80 70 -£0 -SO — 46 — 30 -20 • /a '/£ — J2 - /O '9 • • a • 7 • £ SAN DIEGO COUNTY DEPARTMENT OF <;PFr.lAi ni^TPir^ ggox/irec NOMOGRAPH FOR DETERMINATION QF TIMF rnfjrFNTP&TinNi fTr^ La Costa Ridge Planning Areas 2.1 & 2.2 Drainage Study CHAPTER 7 APPENDICES Appendix 7.4 Urban Areas Overland Time of Flow Curves AH:kc h:\rBpodst2352\102 ddge 2.1 i 2.2Wlh submlttal\a04.doc W.O. 2352-102 5/13/2005 9:02 AM .soa £xo/rjp/a •• S/ope ' AO 'A SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES URBAN AREAS OVERLAND TIME' OF FLOW CURVES La Costa Ridge Planning Areas 2.1 & 2.2 Drainage Study CHAPTER 7 APPENDICES Appendix 7.5 Runoff Coefficients (Rational Metiiod) AH:kc h:\raports\2352\102 ddge 2.1 <i 2.2\4th subniittal\a04.doc W.O. 2352-102 5/1 S/2005 9:02 AM RUNOFF COEFFICIENTS (RATIONAL METHOD) DEVELOPED AREAS HIRRAM) Land U.^R Residential: I Single Family \- ." Multi-Units Mobile Homes Rural (lots greater than 1/2 acre) Comrriercial 80% Impervious Industrial. 90% Impervious Soil Group A-B Q D .40 .45 .50 .55 .45 .50 .60 .70 .45 .50 .55 .65 .30 .35 .40 .45 .70 .75 .80 .85 .80 .85 .90 .95 NOTES: 111 12} 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 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 = 50 x 0.85 = 0.53 . 80 IV-A-9 La Costa Ridge Planning Areas 2.1 & 2.2 Drainage Study CHAPTER 7 APPENDICES Appendix 7.6 Backbone Storm Drain System Hydraulic Analysis (StromCAD Model Output) at Node 200 AH:kc h:\iepods\2352\102 ddge 2.112.2Uth submmal\a04.doc W.O. 2352-102 5/1B«005 9:02AM Scenario: Revised Northwest System CO-200=159.5j DIV BOX0 P-3 159 Title: La Costa, The Ridge li:\...\102\4th submittalVrevised norfhwest-1 .stm 05/18/05 11:03:43 AlW Note: Node 200 per this study is the same location as Node 159.5 in the "Mass Graded Hydrology Study for Villages of La Costa - Neighborhoods 2.1 throught 2.5". The StormCAD model output is located in Chapter 6 and is named "Northwest -1". Project Engineer: Hunsal<er & Associates San Diego, Inc. StormCAD v5.5 [5.5005] 1-203-755-1666 Page 1 of 1 © Haestad Methods, Inc. Hunsaker & Associates San Diego, Inc 37 Brookside Road Waterbury, CT 06708 USA Scenario: Revised Northwest System Combined PipeVNode Report Label U/S D/S U/S D/S U/S D/S Length Slope Pipe IVIanning's Flow Max HGL HGL Velocity Velocity Node Node Ground Ground Invert Invert (ft) (ft/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) (cfs) (ft) (ft) P-2 159 159.5 635.30 633.05 625.17 619.16 28.25 0.2127 24 inch 0.024 37.40 56.52 627.11 622.00 12.02 11.90 P-3 159.5 DIV BOX 633.05 632.91 618.83 617.33 10.00 0.1500 30 inch 0.013 37.40 158.85 621.46 621.37 7.62 7.62 P-4 DIV BOX 0-1 632.91 608.00 617.00 604.19 115.05 0.1113 30 inch 0.013 37.40 136.86 619.07 605.11 8.61 22.79 Title: La Costa, The Ridge h:\...\102\4th submittalVrevised northvi/est-1 stm 05/18/05 11:04:07 AM © Haestad Methods, Inc. Hunsaker & Associates San Diego, Inc 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Hunsaker & Associates San Diego, Inc. StormCAD v5.5 [5.5005] +1-203-755-1666 Page 1 of 1 Profile Scenario: Revised Northwest System Backbone Storm Drain System RevisecJ Northwest System Label: 159 Rim: 635.30 ft Sump: 625.17 ft 640.00 Label: 159.5 Rim: 633.05 ft ^ Sump: 618.83 ft Label: DIV BOX Rim: 632.91 ft i Sump: 617.00 ft^ Label: P-2 Up. Invert: 625.17 ft Dn. Invert: 619.16 ft L: 28.25 ft Size: 24 inch S: 0.2127 ft/ft Label: P-3 Up. Invert: 618.83 ft Dn. Invert: 617.33 ft L: 10.00 ft Size: 30 inch S: 0.1500 ft/ft 635.00 630.00 625.00 Elevation (ft) 620.00 615.00 Label: 0-1 Rim: 608:00 ft Sump: 603.00 ft ' 610.00 Label: P-4 Up. Invert: 617.00 ft Dn. Invert: 604.19 ft L: 115.05 ft Size: 30 inch S: 0.1113 ft/ft 605.00 0+00 Title: La Costa, The Ridge h:\...\102\4th submittal\revised northwest-1 .stm 05/18/05 11:04:27 AM © Haestad Methods, Inc. 1+00 Station (ft) 600.00 2+00 Project Engineer: Hunsaker & Associates San Diego, Inc. Hunsaker & Associates San Diego, Inc StormCAD v5.5 [5.5005] 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Vill La Costa Ridge Planning Areas 2.1 & 2.2 Drainage Study CHAPTER 8 HYDROLOGY EXHIBITS Exhibit A Developed Condition Hydrology Map AH:kc h:\repod5\2352\102 ddge 2.1 i 2.2Vnii submmalVa04.doc W.O. 2352-102 5/1 S/2005 9:02 AM Scenario: LA COSTA RIDGE - NEIGHBORHOODS 2.1 AND 2.2 STORM DRAIN SYSTEMS "B", "C" i Tl- SITIO OCEANO, CORINTIA STREET (CENTER) S, CORTE TAMARINDO (WEST) CORTE TAMARINDO STA. 9*72.00 CORINTIA STREET STA 44+00.00 CORTE TAMARINDO STA 12+00.00 -A \ SDLINE"C-r' CO-216 r ^ TCO-210 / fS I CORINTIA STRL STA 39+00.00 Note: [ ] indicates node identification from tfie "Nortfiwest System" StormCAD model output in tfie referenced "Mass Graded Hydrology Study for Villages of La Costa Neightiorfioods 2.1 ttiru 2.5" Title: LA COSTA RIDGE - PA 2.1 & PA 2.2 h:\stormcad\2352\102\sd system b-c-d-updated.stm 04/04/06 09:13:40 AM l-203.2B^' CO-203.4 ' SD LINE "C-4" SITIO OCEANO STA. 18+00.00 Hunsaker & Associates San Diego, Inc © Haestad Mettiods, 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 - NEIGHBORHOODS 2.1 AND 2.2 Combined Pipe\Node Report Label Upstream Downstream Section Mannings Length Constructed Upstream Downstream Average Hydraulic Hydraulic Velocity Velocity Full Total Downstrearr Upstream Node Node Size n (ft) Slope Invert Invert Velocity Grade Grade In Out Capacity System Ground Ground (%) Elevation Elevation (ft/s) Line In Line Out (ft/s) (ft/s) (cfs) Flow Elevation Elevation (ft) (ft) (ft) (ft) (cfs) (ft) (ft) P-00 1-203.2 CO-203.4 24 inch 0.013 280.00 2.04 725.70 720.00 3.35 725.90 720.14 2.09 3.35 32.28 0.34 725.00 730.00 P-01 CO-203.4 CO-203.6 24 Inch 0.013 80.75 39.63 689.80 657.80 9.41 690.00 657.87 2.09 9.41 142.40 0.34 680.00 725.00 P-02 CO-203.6 CO-203.8 24 inch 0.013 90.62 2.21 657.50 655.50 3.45 657.70 655.64 2.09 3.45 33.61 0.34 667.34 680.00 P-03 CO-203.8 CO-204 24 inch 0.013 59.47 1.46 655.16 654.29 2.99 655.64 655.64 0.59 0.15 27.36 0.34 666.84 667.34 P-1 1-203 CO-204 18 Inch 0.013 31.25 2.98 656.05 655.12 9.92 657.14 655.87 5.77 8.97 18.12 7.95 666.84 667.10 P-2 CO-204 CO-205 24 inch 0.013 238.88 1.03 654.29 651.82 6.72 655.32 652.65 5.11 6.72 23.00 8.28 664.33 666.84 P-3 CO-205 J-8 24 inch 0.013 139.50 2.37 651.49 648.18 9.09 652.52 648.84 5.11 9.09 34.85 8.28 661.74 664.33 P-3A J-8 CO-206 24 inch 0.013 69.38 2.39 647.85 646.19 9.12 648.88 647.37 5.11 4.31 34.99 8.28 657.88 661.74 P-4 1-209 CO-206 18 Inch 0.013 31.25 0.99 647.00 646.69 5.43 647.74 647.32 4.31 5.36 10.46 3.74 657.88 658.14 P-9 CB-219 CO-220 18 Inch 0.013 44.89 1.99 631.75 630.86 7.10 634.08 633.45 7.10 7.10 14.82 12.55 644.26 645.00 P-7 1-212 CO-210 18 Inch 0.013 31.25 1.98 630.61 629.99 5.95 631.67 631.67 1.60 1.21 14.80 2.13 640.80 641.06 P-6 1-215 CO-210 18 Inch 0.013 5.25 5.90 630.30 629.99 12.27 631.67 631.67 4.08 3.91 25.52 6.91 640.80 641.06 P-5 CO-206 CO-210 24 inch 0.013 287.37 5.70 645.86 629.49 13.57 647.06 631.67 5.70 3.58 53.99 11.25 640.80 657.88 P-10 CO-220 CO-216 18 inch 0.013 148.06 1.65 630.53 628.08 7.10 632.82 630.71 7.10 7.10 13.51 12.55 639.50 644.26 P-8 CO-210 CO-216 24 inch 0.013 63.97 2.47 629.16 627.58 11.43 631.13 630.71 5.91 5.89 35.55 18.50 639.50 640.80 P-12 1-224 CO-221 24 inch 0.013 29.25 0.99 623.45 623.16 0.85 626.54 626.53 0.85 0.85 22.52 2.68 636.64 636.94 P-11 CO-216 CO-221 24 inch 0.013 184.57 2.22 627.25 623.16 9.64 629.84 626.53 9.64 9.64 33.67 30.28 636.64 639.50 P-13 CO-221 CO-225 24 inch 0.013 54.47 1.01 622.83 622.28 10.30 625.54 624.43 10.30 10.30 22.73 32.36 636.05 636.64 P-14 CO-225 J-9 30 inch 0.013 143.91 1.19 621.78 620.07 9.92 624.06 623.24 6.89 6.59 44.71 32.36 633.05 636.05 P-14^ J-9 1-226 30 Inch 0.013 14.64 0.48 619.74 619.67 6.59 622.84 622.74 6.59 6.59 28.36 32.36 632.22 633.05 P-15 1-226 CO-200 30 inch 0.013 35.41 0.51 619.34 619.16 7.61 622.29 622.00 7.61 7.61 29.24 37.37 633.05 632.22 Title: LA COSTA RIDGE - PA 2.1 & PA 2.2 h:\stormcad\2352\102\sd system b-c-d-updated.stm 04/04/06 09:23:40 AM © 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 ************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-99 Advanceci 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 - NEIGHBORHOODS 2.1 AND 2.2 * * 100-YEAR DEVELOPED CONDITION HYDROLOGY ANALYSIS * * W.0.# 2352-102 PREPARED BY: DJG * ************************************************************************** FILE NAME: H:\AES99\23 52\102\DEV100.DAT TIME/DATE OF STUDY: 8:59 4/ 4/2006 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 2.2 - CORINTIA STREET SOUTH (NODE SERIES 100) **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 446.00 UPSTREAM ELEVATION = 652.20 DOWNSTREAM ELEVATION = 638.00 ELEVATION DIFFERENCE = 14.2 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.212 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.895 SUBAREA RUNOFF(CFS) = 2.4 0 TOTAL AREA(ACRES) = 1.12 TOTAL RUNOFF(CFS) = 2.40 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 638.00 DOWNSTREAM ELEVATION = 619.00 STREET LENGTH(FEET) = 298.00 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) = 3.74 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.2 9 HALFSTREET FLOODWIDTH(FEET) = 7.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.00 PRODUCT OF DEPTH&VELOCITY = 1.42 STREETFLOW TRAVELTIME(MIN) = 0.99 TC(MIN) = 15.21 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.729 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.31 SUBAREA RUNOFF(CFS) = 2.69 SUMMED AREA(ACRES) = 2.43 TOTAL RUNOFF(CFS) = 5.09 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOODWIDTH(FEET) = 8.98 FLOW VELOCITY(FEET/SEC.) = 5.50 DEPTH*VELOCITY = 1.68 **************************************************************i,i,i,i,i,i,i,i,i,i,i,i,i,i, FLOW PROCESS FROM NODE 103.00 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 3.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 19.5 UPSTREAM NODE ELEVATION = 611.00 DOWNSTREAM NODE ELEVATION = 610.00 FLOWLENGTH(FEET) = 3.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.09 TRAVEL TIME(MIN.) = 0.0 0 TC(MIN.) = 15.21 *************************************************************i,i,i,i,i,i,i,i,ici,i,icic*1, FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 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.) = 15.21 RAINFALL INTENSITY(INCH/HR) = 3.73 TOTAL STREAM AREA(ACRES) = 2.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.09 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .6800 INITIAL SUBAREA FLOW-LENGTH = 472.00 UPSTREAM ELEVATION = 670.00 DOWNSTREAM ELEVATION = 63 3.50 ELEVATION DIFFERENCE = 36.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.306 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.507 SUBAREA RUNOFF(CFS) = 3.3 0 TOTAL AREA(ACRES) = 0.8 8 TOTAL RUNOFF(CFS) = 3.3 0 •f- + - _i_ Refer to Section 3.1 in this report for weighted runoff coefficient | calculations for the subarea from Node 104 to Node 105. - + **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 633.50 DOWNSTREAM ELEVATION = 619.00 STREET LENGTH(FEET) = 203.00 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) = 0.02 0 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.24 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.2 9 HALFSTREET FLOODWIDTH(FEET) = 7.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.65 PRODUCT OF DEPTH&VELOCITY = 1.61 STREETFLOW TRAVELTIME(MIN) = 0.60 TC(MIN) = 8.90 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.266 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 0.51 SUBAREA RUNOFF(CFS) = 1.88 SUMMED AREA(ACRES) = 1.39 TOTAL RUNOFF(CFS) = 5.18 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOODWIDTH(FEET) = 8.98 FLOW VELOCITY(FEET/SEC.) = 5.60 DEPTH*VELOCITY = 1.71 + + I Refer to Section 3.1 in this report for weighted runoff coefficient | I calculations for the subarea from Node 105 to Node 106. | I I + + **************************************************************************** FLOW PROCESS FROM NODE 106.00 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 6.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.9 UPSTREAM NODE ELEVATION = 611.00 DOWNSTREAM NODE ELEVATION = 610.00 FLOWLENGTH(FEET) = 29.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.18 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 8.96 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 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.) = 8.96 RAINFALL INTENSITY(INCH/HR) = 5.25 TOTAL STREAM AREA(ACRES) = 1.3 9 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.18 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.09 15.21 3.728 2.43 2 5.18 8.96 5.245 1.39 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 8.79 8.96 5.245 2 8.76 15.21 3.728 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.79 Tc(MIN.) = 8.96 TOTAL AREA(ACRES) = 3.82 + + I END PA 2.2 - CORINTIA STREET SOUTH (NODE SERIES 100) | I BEGIN PA 2.1 - CORTE TAMARINDO WEST AND PA 2.2 - SITIO OCEANO j I (NODE SERIES 2 00) j + + **************************************************************************** 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 = 494.00 UPSTREAM ELEVATION = 7 09.50 DOWNSTREAM ELEVATION = 690.00 ELEVATION DIFFERENCE = 19.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.924 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 10 0 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.94 7 SUBAREA RUNOFF(CFS) = 3.06 TOTAL AREA(ACRES) = 1.41 TOTAL RUNOFF(CFS) = 3.06 + + I Refer to Section 3.1 in this report for weighted runoff coefficient | I calculations for the subarea from Node 201 to Node 202. j i I + + **************************************************************************** FLOW PROCESS FROM NODE 2 02.00 TO NODE 203.00 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 4.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.4 UPSTREAM NODE ELEVATION = 690.00 DOWNSTREAM NODE ELEVATION = 668.00 FLOWLENGTH(FEET) = 207.00 MANNING'S N = 0.015 ESTIMATED PIPE DIAMETER{INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.06 TRAVEL TIME(MIN.) = 0.33 TC(MIN.) = 14.25 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.888 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .6600 SUBAREA AREA(ACRES) = 0.2 8 SUBAREA RUNOFF(CFS) = 0.72 TOTAL AREA(ACRES) = 1.69 TOTAL RUNOFF(CFS) = 3.78 TC(MIN) = 14.25 + ^. I Refer to Section 3.1 in this report for weighted runoff coefficient | I calculations for the subarea from Node 202 to Node 203. | I I + + **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.888 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.95 SUBAREA RUNOFF(CFS) = 4.17 TOTAL AREA(ACRES) = 3.64 TOTAL RUNOFF(CFS) = 7.95 TC(MIN) = 14.25 + + I The Code 8 above from Node 203 to Node 203 pertains to Lots 33-36 along | I Sitio Oceano as well as half of the street. | + ^ **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 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.) = 9.3 UPSTREAM NODE ELEVATION = 656.06 DOWNSTREAM NODE ELEVATION = 655.12 FLOWLENGTH(FEET) = 3 3.65 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.95 TRAVEL TIME(MIN.) = 0.06 TC{MIN.) = 14.31 **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 1 ^>>>>>DESIGNATE^INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS~r"2START OF CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 TIME OF CONCENTRATION(MIN.) = 14 31 RAINFALL INTENSITY(INCH/HR) = 3'38 TOTAL STREAM AREA(ACRES) = 3 64 PEAK FLOW RATE(CFS) AT CONFLUENCE = AR *********** ************* ************ FLOW PROCESS FROM NODE 203.20 TO NODE 7 . 95 ************ ************, **************** 203.40 IS CODE = 21 ^^>>>>>RATIONAL^METHOD INITIAL SUBAREA ANALYSIS«<<< *USER SPECIFIED(SUBAREA)• """""================================ SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - 5^on INITIAL SUBAREA FLOW-LENGTH = 280 QO ~ UPSTREAM ELEVATION = 725 70 DOWNSTREAM ELEVATION = 72 0 00 ELEVATION DIFFERENCE = 5*70 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) - 13 071 ^unLlT INTENSITY (INCH/HOUR) ! 4 111 ' SUBAREA RUNOFF (CFS) = 0 34 ^-J-il TOTAL, AREAIACRES) . „. TOTM, R^OFF, CPS) - 0.34 DEPTH OF FLOW IN 24yriNcrp^pr^r^^rr^NOTEr^^^^^^^^^^^^^^^^^ PIPEFLOW VELOCITY (FEET/SEC ) = 9 0 ^-^CHES UPSTREAM NODE ELEVATION = 689 80' DOWNSTREAM NODE ELEVATION = 657 8 0 FLOWLENGTH(FEET) = 80.75 MANNING'S N - 0 01. GIVEN PIPE DIAMETER (INCH) - 24 nn Z^Z^Zr. PIPEFLOW THRU SUBAREA (CFS) "= o 34 = ^ TRAVEL TIME(MIN.) = o.15 TC(MIN.)= 13.22 DEPTH OF FLOW IN 24yriNcr^jpr^r^^rr^NCHEr^^^^^^^^^^^^^^^^^^ PIPEFLOW VELOCITY(FEET/SEC ) = 34 ^^CHES UPSTREAM NODE ELEVATION = 657 50 ' DOWNSTREAM NODE ELEVATION = 655 5 0 FLOWLENGTH(FEET) = 90.62 MANNING'S N - 0 ni. GIVEN PIPE DIAMETER (INCH) o^nn ^ ^ " ° " PIPEFLOW THRU™^A!CFS)\ ''"""O 34^" '""^ = ' TRAVEL TIME(MIN.) = 0.45 TC(MIN.)= 13.67 **************************************************************************** FLOW PROCESS FROM NODE 203 .80 TO NODE 204.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 1.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 2.9 UPSTREAM NODE ELEVATION = 655.16 DOWNSTREAM NODE ELEVATION = 654.2 9 FLOWLENGTH(FEET) = 59.47 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0.34 TRAVEL TIME(MIN.) = 0.35 TC(MIN.) = 14.02 **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 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.) = 14.02 RAINFALL INTENSITY(INCH/HR) = 3.93 TOTAL STREAM AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.34 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.95 14.31 3.877 3.64 2 0.34 14.02 3.930 0.15 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 8.18 14.02 3.930 2 8.28 14.31 3.877 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.28 Tc(MIN.) = 14.31 TOTAL AREA(ACRES) = 3.79 **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.5 UPSTREAM NODE ELEVATION = 654.29 DOWNSTREAM NODE ELEVATION = 651.82 FLOWLENGTH(FEET) = 238.90 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 8.28 TRAVEL TIME(MIN.) = 0.62 TC(MIN.) = 14.93 **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.8 UPSTREAM NODE ELEVATION = 651.4 9 DOWNSTREAM NODE ELEVATION = 64 9.0 0 FLOWLENGTH(FEET) = 212.86 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 8.28 TRAVEL TIME(MIN.) = 0.52 TC(MIN.) = 15.45 **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 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.) = 15.4 5 RAINFALL INTENSITY(INCH/HR) = 3.69 TOTAL STREAM AREA(ACRES) = 3.7 9 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.2 8 ******************************************** FLOW PROCESS FROM NODE 2 07.00 TO NODE 208.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5100 INITIAL SUBAREA FLOW-LENGTH = 455.00 UPSTREAM ELEVATION = 725.00 DOWNSTREAM ELEVATION = 665.00 ELEVATION DIFFERENCE = 60.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.589 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.020 SUBAREA RUNOFF(CFS) = 1.92 TOTAL AREA(ACRES) = 0.75 TOTAL RUNOFF(CFS) = 1.92 + + I Refer to Section 3.1 in this report for weighted runoff coefficient | I calculations for the subarea from Node 207 to Node 208 | + + **************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 209.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 665.00 DOWNSTREAM ELEVATION = 658.00 STREET LENGTH(FEET) = 235.00 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) = 2.83 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH(FEET) = 8.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.39 PRODUCT OF DEPTH&VELOCITY = 1.00 STREETFLOW TRAVELTIME(MIN) = 1.15 TC(MIN) = 10.74 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.665 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.71 SUBAREA RUNOFF(CFS) = 1.82 SUMMED AREA(ACRES) = 1.46 TOTAL RUNOFF(CFS) = 3.74 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.49 FLOW VELOCITY(FEET/SEC.) = 3.67 DEPTH*VELOCITY = 1.16 **************************************************************************** FLOW PROCESS FROM NODE 209.00 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 5.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.0 UPSTREAM NODE ELEVATION = 650.00 DOWNSTREAM NODE ELEVATION = 64 9.0 0 FLOWLENGTH(FEET) = 31.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.74 TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 10.81 **************************************************************************** FLOW PROCESS FROM NODE 2 06.00 TO NODE 206.00 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.) = 10.81 RAINFALL INTENSITY(INCH/HR) = 4.65 TOTAL STREAM AREA(ACRES) = 1.4 6 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.74 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.28 15.45 3.690 3.79 2 3.74 10.81 4.647 1.46 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 10.32 10.81 4.647 2 11.25 15.45 3.690 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.25 Tc(MIN.) = 15.45 TOTAL AREA(ACRES) = 5.25 **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 210.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.3 UPSTREAM NODE ELEVATION = 649.00 DOWNSTREAM NODE ELEVATION = 632.00 FLOWLENGTH(FEET) = 287.37 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.0 0 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 11.25 TRAVEL TIME(MIN.) = 0.36 TC(MIN.) = 15.82 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 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.) = 15.82 RAINFALL INTENSITY(INCH/HR) = 3.64 TOTAL STREAM AREA(ACRES) = 5.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.25 t*************************************************************************** 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 SUBAREA FLOW-LENGTH = 407.00 UPSTREAM ELEVATION = 657.3 0 DOWNSTREAM ELEVATION = 641.0 0 ELEVATION DIFFERENCE = 16.30 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.577 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.214 SUBAREA RUNOFF(CFS) = 2.13 TOTAL AREA(ACRES) = 0.92 TOTAL RUNOFF(CFS) = 2.13 **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 210.00 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.) = 6.8 UPSTREAM NODE ELEVATION = 633.00 DOWNSTREAM NODE ELEVATION = 632.00 FLOWLENGTH(FEET) = 31.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.13 TRAVEL TIME(MIN.) = 0.0 8 TC(MIN.) = 12.65 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 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) = 4.20 TOTAL STREAM AREA(ACRES) = 0.92 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.13 **************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 214.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 397.00 UPSTREAM ELEVATION = 675.00 DOWNSTREAM ELEVATION = 670.00 ELEVATION DIFFERENCE = 5.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 18.266 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.313 SUBAREA RUNOFF(CFS) = 1.42 TOTAL AREA(ACRES) = 0.7 8 TOTAL RUNOFF(CFS) = 1.42 **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 215.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 670.00 DOWNSTREAM ELEVATION = 641.00 STREET LENGTH(FEET) = 1093.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.02 0 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.02 0 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.17 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.33 HALFSTREET FLOODWIDTH(FEET) = 10.01 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.72 PRODUCT OF DEPTH&VELOCITY = 1.22 STREETFLOW TRAVELTIME(MIN) = 4.89 TC(MIN) = 23.16 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.843 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 3.51 SUBAREA RUNOFF(CFS) = 5.4 9 SUMMED AREA(ACRES) = 4.2 9 TOTAL RUNOFF(CFS) = 6.91 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOODWIDTH(FEET) = 12.59 FLOW VELOCITY(FEET/SEC.) = 4.06 DEPTH*VELOCITY = 1.53 **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 210.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 18.0 UPSTREAM NODE ELEVATION = 633.00 DOWNSTREAM NODE ELEVATION = 632.00 FLOWLENGTH(FEET) = 5.2 5 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.91 TRAVEL TIME(MIN.) = 0.00 TC(MIN.) = 23.16 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 23.16 RAINFALL INTENSITY(INCH/HR) = 2.84 TOTAL STREAM AREA(ACRES) = 4.2 9 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.91 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.25 15.82 3.636 5.25 2 2.13 12.65 4.198 0.92 3 6.91 23.16 2.842 4.29 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 16.56 12.65 4.198 2 18.50 15.82 3.636 3 17.15 23.16 2.842 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.50 Tc(MIN.) = 15.82 TOTAL AREA(ACRES) = 10.46 *************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 216.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.2 UPSTREAM NODE ELEVATION = 632.00 DOWNSTREAM NODE ELEVATION = 631.00 FLOWLENGTH(FEET) = 63.97 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 18.50 TRAVEL TIME(MIN.) = 0.12 TC{MIN.) = 15.93 **************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 216.00 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.) = 15.93 RAINFALL INTENSITY(INCH/HR) = 3.62 TOTAL STREAM AREA(ACRES) = 10.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.50 **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 218.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5300 INITIAL SUBAREA FLOW-LENGTH = 498.00 UPSTREAM ELEVATION = 704.50 DOWNSTREAM ELEVATION = 681.00 ELEVATION DIFFERENCE = 23.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.651 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.997 SUBAREA RUNOFF(CFS) = 4.60 TOTAL AREA(ACRES) = 2.17 TOTAL RUNOFF(CFS) = 4.60 + ^ I Refer to Section 3.1 in this report for weighted runoff coefficient | I calculations for the subarea from Node 217 to Node 218. j + ^ **************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 219.00 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 4.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.9 UPSTREAM NODE ELEVATION = 681.00 DOWNSTREAM NODE ELEVATION = 645.00 FLOWLENGTH(FEET) = 3 2 8.00 MANNING'S N = 0.015 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.60 TRAVEL TIME(MIN.) = 0.46 TC(MIN.) = 14.11 **************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 219.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.913 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5900 SUBAREA AREA(ACRES) = 2.53 SUBAREA RUNOFF(CFS) = 5. TOTAL AREA(ACRES) = 4.70 TOTAL RUNOFF(CFS) = 10.44 TC(MIN) = 14.11 84 Refer to Section 3.1 of this report for weighted runoff coefficient calculations for the subarea from Node 218 to Node 219. **************************************************************************** FLOW PROCESS FROM NODE 219 . 00 TO NODE 219.00 IS CODE >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.913 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5300 SUBAREA AREA(ACRES) = 1.02 SUBAREA RUNOFF(CFS) = 2.12 TOTAL AREA(ACRES) = 5.72 TOTAL RUNOFF(CFS) = 12.55 TC(MIN) = 14.11 The Code 8 above from Node 219 to Node 219 pertains to the subarea drained by Ditch "B". Refer to Section 3.1 in this report for weighted runoff coefficient calculations for the subarea from Node 219 to Node 219 above. **************************************************************************** FLOW PROCESS FROM NODE 219.00 TO NODE 220.00 IS CODE >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.5 UPSTREAM NODE ELEVATION = 636.00 DOWNSTREAM NODE ELEVATION = 63 5.0 0 FLOWLENGTH(FEET) = 44.69 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 12.55 TRAVEL TIME(MIN.) = 0.0 8 TC(MIN.) = 14.19 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 216.00 IS CODE = >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.2 UPSTREAM NODE ELEVATION = 635.00 DOWNSTREAM NODE ELEVATION = 631.00 FLOWLENGTH(FEET) = 148.07 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = ] PIPEFLOW THRU SUBAREA(CFS) = 12.55 TRAVEL TIME(MIN.) = 0.24 TC(MIN.) = 14.43 **************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 216.00 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.) = 14.43 RAINFALL INTENSITY(INCH/HR) = 3.86 TOTAL STREAM AREA(ACRES) = 5.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.55 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 18.50 15.93 3.618 10.46 2 12.55 14.43 3.857 5.72 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 29.91 14.43 3.857 2 30.28 15.93 3.618 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 30.28 Tc(MIN.) = 15.93 TOTAL AREA(ACRES) = 16.18 **************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 221.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 9.6 UPSTREAM NODE ELEVATION = 631.00 DOWNSTREAM NODE ELEVATION = 63 0.00 FLOWLENGTH(FEET) = 184.57 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 30.28 TRAVEL TIME(MIN.) = 0.32 TC(MIN.) = 16.25 **************************************************************************** FLOW PROCESS FROM NODE 221.00 TO NODE 221.00 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.) = 16.25 RAINFALL INTENSITY(INCH/HR) = 3.57 TOTAL STREAM AREA(ACRES) = 16.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3 0.28 **************************************************************************** FLOW PROCESS FROM NODE 222.00 TO NODE 223.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .6600 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 665.00 DOWNSTREAM ELEVATION = 63 8.00 ELEVATION DIFFERENCE = 2 7.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.095 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.857 SUBAREA RUNOFF(CFS) = 2.24 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 2.24 + + I Refer to Section 3.1 in this report for weighted runoff coefficient | I calculations for the subarea from Node 222 to Node 223. | + + **************************************************************************** FLOW PROCESS FROM NODE 223.00 TO NODE 224.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 638.00 DOWNSTREAM ELEVATION = 637.00 STREET LENGTH(FEET) = 99.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.02 0 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.02 0 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.46 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.33 HALFSTREET FLOODWIDTH(FEET) = 10.01 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.20 PRODUCT OF DEPTH&VELOCITY = 0.72 STREETFLOW TRAVELTIME(MIN) = 0.75 TC(MIN) = 10.84 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.637 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.44 SUMMED AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 2.68 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOODWIDTH(FEET) = 10.52 FLOW VELOCITY(FEET/SEC.) = 2.19 DEPTH*VELOCITY = 0.74 **************************************************************************** FLOW PROCESS FROM NODE 224.00 TO NODE 221.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.2 UPSTREAM NODE ELEVATION = 630.00 DOWNSTREAM NODE ELEVATION = 62 9.00 FLOWLENGTH(FEET) = 2 9.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.0 0 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.68 TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 10.91 **************************************************************************** FLOW PROCESS FROM NODE 221.00 TO NODE 221.00 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.) = 10.91 RAINFALL INTENSITY(INCH/HR) = 4.62 TOTAL STREAM AREA(ACRES) = 0.8 0 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.68 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 30.28 16.25 3.572 16.18 2 2.68 10.91 4.619 0.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 26.11 10.91 4.619 2 32.36 16.25 3.572 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.36 Tc(MIN.) = 16.25 TOTAL AREA(ACRES) = 16.98 **************************************************************************** FLOW PROCESS FROM NODE 221.00 TO NODE 225.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.5 UPSTREAM NODE ELEVATION = 629.00 DOWNSTREAM NODE ELEVATION = 627.00 FLOWLENGTH(FEET) = 54.47 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 32.36 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 16.31 **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 226.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 10.3 UPSTREAM NODE ELEVATION = 627.00 DOWNSTREAM NODE ELEVATION = 625.00 FLOWLENGTH(FEET) = 162.78 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 32.36 TRAVEL TIME(MIN.) = 0.26 TC(MIN.) = 16.58 **************************************************************************** FLOW PROCESS FROM NODE 226.00 TO NODE 226.00 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.) = 16.58 RAINFALL INTENSITY(INCH/HR) = 3.53 TOTAL STREAM AREA(ACRES) = 16.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.36 **************************************************************************** FLOW PROCESS FROM NODE 227.00 TO NODE 228.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 427.00 UPSTREAM ELEVATION = 651.70 DOWNSTREAM ELEVATION = 641.50 ELEVATION DIFFERENCE = 10.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 15.304 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.713 SUBAREA RUNOFF(CFS) = 1.67 TOTAL AREA(ACRES) = 0.82 TOTAL RUNOFF(CFS) = 1.67 **************************************************************************** FLOW PROCESS FROM NODE 228.00 TO NODE 226.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 641.50 DOWNSTREAM ELEVATION = 633.00 STREET LENGTH(FEET) = 457.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.02 0 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.46 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.33 HALFSTREET FLOODWIDTH(FEET) = 10.01 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.09 PRODUCT OF DEPTH&VELOCITY = 1.01 STREETFLOW TRAVELTIME(MIN) = 2.46 TC(MIN) = 17.77 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.373 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.92 SUBAREA RUNOFF(CFS) = 3.56 SUMMED AREA(ACRES) = 2.74 TOTAL RUNOFF(CFS) = 5.24 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOODWIDTH(FEET) = 12.07 FLOW VELOCITY(FEET/SEC.) = 3.32 DEPTH*VELOCITY = 1.22 **************************************************************************** FLOW PROCESS FROM NODE 226.00 TO NODE 226.00 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.) = 17.77 RAINFALL INTENSITY(INCH/HR) = 3.37 TOTAL STREAM AREA(ACRES) = 2.74 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.24 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 32.36 16.58 3.527 16.98 2 5.24 17.77 3.373 2.74 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 37.37 16.58 3.527 2 36.18 17.77 3.373 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 37.37 Tc(MIN.) = 16.58 TOTAL AREA(ACRES) = 19.72 **************************************************************************** FLOW PROCESS FROM NODE 226.00 TO NODE 200.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 30.4 UPSTREAM NODE ELEVATION = 633.00 DOWNSTREAM NODE ELEVATION = 624.70 FLOWLENGTH(FEET) = 35.41 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 37.37 TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 16.60 + + I END PA 2.1-CTE TAMRINDO WEST AND PA 2.1-STO OCEANO NODE SERIES 200) | I I I BEGIN PA 2.1 - CORINTIA STREET CENTER (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 = 500.00 UPSTREAM ELEVATION = 642.3 0 DOWNSTREAM ELEVATION = 63 3.5 0 ELEVATION DIFFERENCE = 8.80 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 18.335 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.305 SUBAREA RUNOFF(CFS) = 2.42 TOTAL AREA(ACRES) = 1.33 TOTAL RUNOFF(CFS) = 2.42 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 633.50 DOWNSTREAM ELEVATION = 598.00 STREET LENGTH(FEET) = 578.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.02 0 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.07 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH(FEET) = 8.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.88 PRODUCT OF DEPTH&VELOCITY = 1.44 STREETFLOW TRAVELTIME(MIN) = 1.97 TC(MIN) = 2 0.31 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.094 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.94 SUBAREA RUNOFF(CFS) = 3.3 0 SUMMED AREA(ACRES) = 3.27 TOTAL RUNOFF(CFS) = 5.72 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.49 FLOW VELOCITY(FEET/SEC.) = 5.61 DEPTH*VELOCITY = 1.77 **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 304.00 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.) = 9.2 UPSTREAM NODE ELEVATION = 5 90.00 DOWNSTREAM NODE ELEVATION = 589.00 FLOWLENGTH(FEET) = 29.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.72 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 20.36 **************************************************************************** FLOW PROCESS FROM NODE 3 04.00 TO NODE 304.00 IS CODE >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 2 0.36 RAINFALL INTENSITY(INCH/HR) = 3.09 TOTAL STREAM AREA(ACRES) = 3.2 7 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.72 **************************************************************************** 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 = 463.00 UPSTREAM ELEVATION = 63 7.80 DOWNSTREAM ELEVATION = 632.50 ELEVATION DIFFERENCE = 5.3 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2 0.3 64 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.089 SUBAREA RUNOFF(CFS) = 1.78 TOTAL AREA(ACRES) = 1.05 TOTAL RUNOFF(CFS) = 1.7 8 **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 307.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 632.50 DOWNSTREAM ELEVATION = 598.00 STREET LENGTH(FEET) = 526.00 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) = 3.35 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.27 HALFSTREET FLOODWIDTH(FEET) = 7.43 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.00 PRODUCT OF DEPTH&VELOCITY = 1.37 STREETFLOW TRAVELTIME(MIN) = 1.75 TC(MIN) = 22.12 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.928 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.94 SUBAREA RUNOFF(CFS) = 3.12 SUMMED AREA(ACRES) = 2.99 TOTAL RUNOFF(CFS) = 4.91 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.31 HALFSTREET FLOODWIDTH(FEET) = 8.98 FLOW VELOCITY(FEET/SEC.) = 5.31 DEPTH*VELOCITY = 1.62 **************************************************************************** FLOW PROCESS FROM NODE 307.00 TO NODE 304.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 19.3 UPSTREAM NODE ELEVATION = 590.00 DOWNSTREAM NODE ELEVATION = 5 8 9.00 FLOWLENGTH(FEET) = 3.26 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.91 TRAVEL TIME(MIN.) = 0.00 TC(MIN.) = 22.12 **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 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.) = 2 2.12 RAINFALL INTENSITY(INCH/HR) = 2.93 TOTAL STREAM AREA(ACRES) = 2.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.91 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.72 20.36 3.089 3.27 2 4.91 22.12 2.928 2.99 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 10.37 20.36 3.089 2 10.33 22.12 2.928 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.37 Tc(MIN.) = 20.36 TOTAL AREA(ACRES) = 6.2 6 **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 300.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.9 UPSTREAM NODE ELEVATION = 589.00 DOWNSTREAM NODE ELEVATION = 588.00 FLOWLENGTH(FEET) = 94.73 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 10.37 TRAVEL TIME(MIN.) = 0.23 TC(MIN.) = 20.59 + ^. I END PA 2.1 - CORINTIA STREET CENTER (NODE SERIES 300) | I BEGIN PA 2.1 - CORTE TAMARINDO EAST, CORTE ALISO AND CORINTIA STREET j I EAST (NODE SERIES 4 00) j .^. ^ **************************************************************************** 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 = 500.00 UPSTREAM ELEVATION = 642.30 DOWNSTREAM ELEVATION = 623.00 ELEVATION DIFFERENCE = 19.3 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.113 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.913 SUBAREA RUNOFF(CFS) = 5.96 TOTAL AREA(ACRES) = 2.77 TOTAL RUNOFF(CFS) = 5.96 **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 3.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 19.5 UPSTREAM NODE ELEVATION = 614.00 DOWNSTREAM NODE ELEVATION = 555.00 FLOWLENGTH(FEET) = 197.83 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.96 TRAVEL TIME(MIN.) = 0.17 TC(MIN.) = 14.2 8 **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 403.00 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.) = 14.2 8 RAINFALL INTENSITY(INCH/HR) = 3.88 TOTAL STREAM AREA(ACRES) = 2.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.96 **************************************************************************** FLOW PROCESS FROM NODE 425.00 TO NODE 426.00 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 = 11.44(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 427.00 UPSTREAM ELEVATION = 665.00 DOWNSTREAM ELEVATION = 564.00 ELEVATION DIFFERENCE = 101.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 SUBAREA RUNOFF(CFS) = 3.16 TOTAL AREA(ACRES) = 1.57 TOTAL RUNOFF(CFS) = 3.16 **************************************************************************** FLOW PROCESS FROM NODE 426.00 TO NODE 426.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.12 TOTAL AREA(ACRES) = 1.62 TOTAL RUNOFF(CFS) = 3.2 9 TC(MIN) = 11.44 + + - + The Code 8 above from Node 42 6 to Node 42 6 pertains to the subarea | drained by Ditch "E". I - + **************************************************************************** FLOW PROCESS FROM NODE 426.00 TO NODE 426.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 0.66 SUBAREA RUNOFF(CFS) = 1.33 TOTAL AREA(ACRES) = 2.28 TOTAL RUNOFF(CFS) = 4.62 TC(MIN) = 11.44 + + I The Code 8 above from Node 426 to Node 426 pertains to the subarea | I drained by Ditch "C". | + + **************************************************************************** FLOW PROCESS FROM NODE 426.00 TO NODE 403.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.3 UPSTREAM NODE ELEVATION = 556.00 DOWNSTREAM NODE ELEVATION = 555.00 FLOWLENGTH(FEET) = 47.88 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.62 TRAVEL TIME(MIN.) = 0.11 TC(MIN.) = 11.55 **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 403.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NXMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.55 RAINFALL INTENSITY(INCH/HR) = 4.45 TOTAL STREAM AREA(ACRES) = 2.2 8 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.62 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.96 14.28 3.883 2.77 2 4.62 11.55 4.452 2.28 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 9.82 11.55 4.452 2 9.99 14.28 3.883 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.99 Tc(MIN.) = 14.28 TOTAL AREA(ACRES) = 5.05 **************************************************************************** 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 24.0 INCH PIPE IS 10.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.5 UPSTREAM NODE ELEVATION = 555.00 DOWNSTREAM NODE ELEVATION = 552.50 FLOWLENGTH(FEET) = 186.99 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 9.99 TRAVEL TIME(MIN.) = 0.42 TC(MIN.) = 14.7 0 **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 404.00 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.) = 14.70 RAINFALL INTENSITY(INCH/HR) = 3.81 TOTAL STREAM AREA(ACRES) = 5.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.99 **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 406.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 344.00 UPSTREAM ELEVATION = 565.00 DOWNSTREAM ELEVATION = 560.00 ELEVATION DIFFERENCE = 5.0 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 16.210 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.578 SUBAREA RUNOFF(CFS) = 1.63 TOTAL AREA(ACRES) = 0.83 TOTAL RUNOFF(CFS) = 1.63 **************************************************************************** FLOW PROCESS FROM NODE 406.00 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 2.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.2 UPSTREAM NODE ELEVATION = 553.00 DOWNSTREAM NODE ELEVATION = 552.50 FLOWLENGTH(FEET) = 5.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 1.63 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 16.22 **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 404.00 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.) = 16.22 RAINFALL INTENSITY(INCH/HR) = 3.58 TOTAL STREAM AREA(ACRES) = 0.83 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.63 **************************************************************************** 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 = .5500 INITIAL SUBAREA FLOW-LENGTH = 395.00 UPSTREAM ELEVATION = 566.20 DOWNSTREAM ELEVATION = 560.00 ELEVATION DIFFERENCE = 6.2 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 16.931 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.479 SUBAREA RUNOFF(CFS) = 1.63 TOTAL AREA(ACRES) = 0.85 TOTAL RUNOFF(CFS) = 1.63 **************************************************************************** FLOW PROCESS FROM NODE 408.00 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 4.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.2 UPSTREAM NODE ELEVATION = 553.00 DOWNSTREAM NODE ELEVATION = 552.50 FLOWLENGTH(FEET) = 2 7.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.63 TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 17.02 **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 404.00 IS CODE = 1 >>>>>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.) = 17.02 RAINFALL INTENSITY(INCH/HR) = 3.47 TOTAL STREAM AREA(ACRES) = 0.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.63 3 ARE: ** CONFLUENCE DATA ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 9 . 99 1. 63 1. 63 Tc (MIN.) 14 . 70 16.22 17 . 02 INTENSITY (INCH/HOUR) 3 . 811 3 . 577 3 .468 AREA (ACRE) 5 . 05 0 . 83 0.85 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 13 . 00 12 . 58 12 . 30 Tc (MIN.) 14 . 70 16.22 17 . 02 INTENSITY (INCH/HOUR) 3 . 811 3 . 577 3 .468 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 13.00 Tc(MIN.) = TOTAL AREA(ACRES) = 6.73 14 .70 **************************************************************************** FLOW PROCESS FROM NODE 404 . 00 TO NODE 409.00 IS CODE >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION = FLOWLENGTH(FEET) = 66.49 GIVEN PIPE DIAMETER(INCH) = PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = 0.11 9.7 552.50 551. 00 MANNING'S N = 0.013 24.00 NUMBER OF PIPES 13 . 00 TC(MIN.) = 14.81 **************************************************************************** FLOW PROCESS FROM NODE 409.00 TO NODE 410.00 IS CODE >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.7 UPSTREAM NODE ELEVATION = 551.00 DOWNSTREAM NODE ELEVATION = 546.00 FLOWLENGTH(FEET) = 86.77 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 13.00 TRAVEL TIME(MIN.) = 0.11 TC(MIN.) = 14.92 **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 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.) = 14.92 RAINFALL INTENSITY(INCH/HR) = 3.78 TOTAL STREAM AREA(ACRES) = 6.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.00 **************************************************************************** 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 = 450.00 UPSTREAM ELEVATION = 601.00 DOWNSTREAM ELEVATION = 568.00 ELEVATION DIFFERENCE = 33.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.810 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.647 SUBAREA RUNOFF(CFS) = 3.65 TOTAL AREA(ACRES) = 1.43 TOTAL RUNOFF(CFS) = 3.65 **************************************************************************** FLOW PROCESS FROM NODE 412.00 TO NODE 413.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 568.00 DOWNSTREAM ELEVATION = 554.00 STREET LENGTH(FEET) = 213.00 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) = 0.02 0 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.12 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH(FEET) = 8.4 6 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.94 PRODUCT OF DEPTH&VELOCITY = 1.46 STREETFLOW TRAVELTIME(MIN) = 0.72 TC(MIN) = 11.53 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.458 •USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 0.22 SUBAREA RUNOFF(CFS) = 0.93 SUMMED AREA(ACRES) = 1.65 TOTAL RUNOFF(CFS) = 4.59 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH(FEET) = 8.46 FLOW VELOCITY(FEET/SEC.) = 5.50 DEPTH*VELOCITY = 1.62 **************************************************************************** FLOW PROCESS FROM NODE 413.00 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 6.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.7 UPSTREAM NODE ELEVATION = 547.00 DOWNSTREAM NODE ELEVATION = 546.00 FLOWLENGTH(FEET) = 29.24 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.59 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 11.58 **************************************************************************** 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.) = 11.58 RAINFALL INTENSITY(INCH/HR) = 4.44 TOTAL STREAM AREA(ACRES) = 1.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.59 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.00 14.92 3.775 6.73 2 4.59 11.58 4.444 1.65 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 15.63 11.58 4.444 2 16.90 14.92 3.775 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.90 Tc(MIN.) = 14.92 TOTAL AREA(ACRES) = 8.3 8 **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 414.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.0 UPSTREAM NODE ELEVATION = 546.00 DOWNSTREAM NODE ELEVATION = 520.00 FLOWLENGTH(FEET) = 302.28 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 16.90 TRAVEL TIME(MIN.) = 0.30 TC(MIN.) = 15.22 **************************************************************************** FLOW PROCESS FROM NODE 414.00 TO NODE 414.00 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.) = 15.22 RAINFALL INTENSITY(INCH/HR) = 3.73 TOTAL STREAM AREA(ACRES) = 8.3 8 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.90 **************************************************************************** FLOW PROCESS FROM NODE 415.00 TO NODE 416.00 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 = 11.93(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 606.00 UPSTREAM ELEVATION = 665.00 DOWNSTREAM ELEVATION = 530.00 ELEVATION DIFFERENCE = 135.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.360 SUBAREA RUNOFF(CFS) = 4.57 TOTAL AREA(ACRES) = 2.33 TOTAL RUNOFF(CFS) = 4.57 **************************************************************************** FLOW PROCESS FROM NODE 416.00 TO NODE 416.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.360 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.2 9 TOTAL AREA(ACRES) = 2.45 TOTAL RUNOFF(CFS) = 4.86 TC(MIN) = 11.93 + + I The Code 8 above from Node 416 to Node 416 pertains to the subarea | I drained by Ditch "L". | + -I- **************************************************************************** FLOW PROCESS FROM NODE 416.00 TO NODE 416.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.360 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.04 SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 2.49 TOTAL RUNOFF(CFS) = 4.95 TC(MIN) = 11.93 + + I The Code 8 above from Node 416 to Node 416 pertains to the small | I subarea drained by Ditch "F". | I I + + **************************************************************************** FLOW PROCESS FROM NODE 416.00 TO NODE 414.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.4 UPSTREAM NODE ELEVATION = 522.00 DOWNSTREAM NODE ELEVATION = 520.00 FLOWLENGTH(FEET) = 138.83 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.95 TRAVEL TIME(MIN.) = 0.3 6 TC(MIN.) = 12.2 9 **************************************************************************** FLOW PROCESS FROM NODE 414.00 TO NODE 414.00 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.) = 12.2 9 RAINFALL INTENSITY(INCH/HR) = 4.28 TOTAL STREAM AREA(ACRES) = 2.4 9 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.95 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 16.90 15.22 3.727 8.38 2 4.95 12.29 4.277 2.49 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 19.68 12.29 4.277 2 21.22 15.22 3.727 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.22 Tc(MIN.) = 15.22 TOTAL AREA(ACRES) = 10.87 **************************************************************************** FLOW PROCESS FROM NODE 414.00 TO NODE 417.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.5 UPSTREAM NODE ELEVATION = 520.00 DOWNSTREAM NODE ELEVATION = 509.00 FLOWLENGTH(FEET) = 163.21 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 21.22 TRAVEL TIME(MIN.) = 0.16 TC(MIN.) = 15.38 **************************************************************************** FLOW PROCESS FROM NODE 417.00 TO NODE 417.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 418.00 TO NODE 419.00 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 = 11.12(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 388.00 UPSTREAM ELEVATION = 668.00 DOWNSTREAM ELEVATION = 523.00 ELEVATION DIFFERENCE = 145.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.562 SUBAREA RUNOFF(CFS) = 0.53 TOTAL AREA(ACRES) = 0.2 6 TOTAL RUNOFF(CFS) = 0.53 **************************************************************************** FLOW PROCESS FROM NODE 419.00 TO NODE 419.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.562 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.2 0 TOTAL AREA(ACRES) = 0.34 TOTAL RUNOFF(CFS) = 0.73 TC(MIN) = 11.12 + + I The Code 8 above from Node 419 to Node 419 pertains to the subarea | I drained by Ditch "N". j + + **************************************************************************** FLOW PROCESS FROM NODE 419.00 TO NODE 419.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.562 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 0.4 6 TOTAL RUNOFF(CFS) = 0.98 TC(MIN) = 11.12 + + I The Code 8 above from Node 419 to Node 419 pertains to the subarea | I drained by Ditch "O". | I I + + **************************************************************************** FLOW PROCESS FROM NODE 419.00 TO NODE 420.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.3 UPSTREAM NODE ELEVATION = 515.00 DOWNSTREAM NODE ELEVATION = 510.0 0 FLOWLENGTH(FEET) = 19.00 GIVEN PIPE DIAMETER(INCH) = PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = 0.03 MANNING'S N = 0.013 18.00 NUMBER OF PIPES 0 . 98 TC(MIN.) = 11.15 **************************************************************************** FLOW PROCESS FROM NODE 420 . 00 TO NODE 420.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 11.15 RAINFALL INTENSITY(INCH/HR) = 4.55 TOTAL STREAM AREA(ACRES) = 0.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.98 1 ARE: **************************************************************************** FLOW PROCESS FROM NODE 421.0 0 TO NODE 420.00 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 = 543.90 DOWNSTREAM ELEVATION = 517.00 ELEVATION DIFFERENCE = 26.90 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.634 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.202 SUBAREA RUNOFF(CFS) = 3.3 5 TOTAL AREA(ACRES) = 1.45 TOTAL RUNOFF(CFS) = 3.35 **************************************************************************** FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 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 TIME OF CONCENTRATION(MIN.) = 12.63 RAINFALL INTENSITY(INCH/HR) = 4.20 TOTAL STREAM AREA(ACRES) = 1.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.3 5 2 ARE: ** CONFLUENCE DATA ** STREAM NUMBER 1 2 RUNOFF (CFS) 0 . 98 3 . 35 Tc (MIN.) 11.15 12 . 63 INTENSITY (INCH/HOUR) 4 . 554 4 .202 AREA (ACRE) 0.46 1.45 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 RUNOFF (CFS) 4 . 07 4.26 Tc (MIN.) 11.15 12 . 63 INTENSITY (INCH/HOUR) 4 . 554 4 .202 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.26 Tc(MIN.) = TOTAL AREA(ACRES) = 1.91 12 .63 **************************************************************************** FLOW PROCESS FROM NODE 420.00 TO NODE 417.0 0 IS CODE = >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS PIPEFLOW VELOCITY(FEET/SEC.) = 8.5 UPSTREAM NODE ELEVATION = 510.00 5.9 INCHES DOWNSTREAM NODE ELEVATION = FLOWLENGTH(FEET) = 29.25 GIVEN PIPE DIAMETER(INCH) = PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = 0.06 509.00 MANNING'S N = 0.013 18.00 NUMBER OF PIPES 4 . 26 TC(MIN.) = 12.69 **************************************************************************** FLOW PROCESS FROM NODE 417.00 TO NODE 417.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA STREAM NUMBER 1 RUNOFF (CFS) 4 . 26 Tc (MIN.) 12 . 69 INTENSITY (INCH/HOUR) 4 . 190 AREA (ACRE) 1. 91 ** MEMORY BANK # STREAM RUNOFF NUMBER (CFS) 1 21.22 1 CONFLUENCE DATA ** Tc (MIN.) 15 .38 INTENSITY (INCH/HOUR) 3 . 702 AREA (ACRE) 10 . 87 ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 RUNOFF (CFS) 23 . 00 24 . 98 Tc (MIN.) 12 . 69 15 . 38 INTENSITY (INCH/HOUR) 4 . 190 3 .702 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 24.98 Tc(MIN.) = TOTAL AREA(ACRES) = 12.78 15 .38 **************************************************************************** FLOW PROCESS FROM NODE 417.00 TO NODE 417.00 IS CODE = 12 >>>>>CLEAR MEMORY BANK # 1 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 417.00 TO NODE 417.00 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.) = 15.38 RAINFALL INTENSITY(INCH/HR) = 3.70 TOTAL STREAM AREA(ACRES) = 12.78 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.98 **************************************************************************** FLOW PROCESS FROM NODE 422.00 TO NODE 423.00 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 = 592.50 DOWNSTREAM ELEVATION = 565.00 ELEVATION DIFFERENCE = 2 7.50 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) = 2.83 TOTAL AREA(ACRES) = 1.22 TOTAL RUNOFF(CFS) = 2.83 **************************************************************************** FLOW PROCESS FROM NODE 423.00 TO NODE 424.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 565.00 DOWNSTREAM ELEVATION = 518.00 STREET LENGTH(FEET) = 657.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.02 0 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.02 0 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 4.84 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH(FEET) = 8.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.80 PRODUCT OF DEPTH&VELOCITY = 1.71 STREETFLOW TRAVELTIME(MIN) = 1.8 9 TC(MIN) = 14.4 3 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.857 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 4.03 SUMMED AREA(ACRES) = 3.12 TOTAL RUNOFF(CFS) = 6.86 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.33 HALFSTREET FLOODWIDTH(FEET) = 10.01 FLOW VELOCITY(FEET/SEC.) = 6.13 DEPTH*VELOCITY = 2.00 **************************************************************************** FLOW PROCESS FROM NODE 424.00 TO NODE 417.00 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.) = 21.3 UPSTREAM NODE ELEVATION = 510.00 DOWNSTREAM NODE ELEVATION = 509.00 FLOWLENGTH(FEET) = 3.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.86 TRAVEL TIME(MIN.) = 0.00 TC(MIN.) = 14.43 **************************************************************************** FLOW PROCESS FROM NODE 417.00 TO NODE 417.00 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.) = 14.43 RAINFALL INTENSITY(INCH/HR) = 3.86 TOTAL STREAM AREA(ACRES) = 3.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.86 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 24.98 15.38 3.702 12.78 2 6.86 14.43 3.857 3.12 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 30.84 14.43 3.857 2 31.56 15.38 3.702 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 31.56 Tc(MIN.) = 15.38 TOTAL AREA(ACRES) = 15.90 **************************************************************************** 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 12.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 19.8 UPSTREAM NODE ELEVATION = 509.00 DOWNSTREAM NODE ELEVATION = 4 94.2 9 FLOWLENGTH(FEET) = 176.00 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 31.56 TRAVEL TIME(MIN.) = 0.15 TC(MIN.) = 15.53 + + I I I END PA 2.1 - CORTE TAMARINDO EAST, CORTE ALISO AND CORINTIA STREET j I EAST (NODE SERIES 400) j + + END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 31.56 Tc(MIN.) = 15.53 TOTAL AREA(ACRES) = 15.90 END OF RATIONAL METHOD ANALYSIS 1