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Appendices H - Preliminary Drainage Study Espola Road Improvement Project Appendix H Preliminary Drainage Study Prepared for: City of Poway March 2013 CITY OF POWAY PRELIMINARY DRAINAGE STUDY ESPOLA ROAD IMPROVEMENT PROJECT Titan Way to Rattlesnake Creek just south of Twin Peaks Road November 14, 2011 Prepared for: City of Poway 13325 Civic Center Drive Poway, CA 92064 Prepared by: Bureau Veritas North America, Inc. 11590 West Bernardo Court, Suite 100 San Diego, CA 92127-1624 PRELIMINARY DRAINAGE STUDY FOR ESPOLA ROAD IMPROVEMENT PROJECT Titan Way to Rattlesnake Creek just south of Twin Peaks Road November 14, 2011 Prepared For: City of Poway 13325 Civic Center Drive Poway, CA 92064 (858) 668-4400 Prepared By: Bureau Veritas North America, Inc. 11590 West Bernardo Ct. Suite 100 San Diego, CA 92127 (858) 451-6100 Owner: City of Poway 13325 Civic Center Drive Poway, CA 92064 (858) 668-4400 BVNA Job No. 16000 City of Poway Project No. __________ ENGINEER’S CERTIFICATION This Drainage Study has been prepared under the direction of Omar Atayee, a Registered Civil Engineer in the State of California. The Registered Civil Engineer attests to the technical information contained herein and the engineering data upon which recommendations, conclusions, and decisions are based. November 14, 2011 DATE OMAR ATAYEE REGISTERED CIVIL ENGINEER Espola Road Improvement Project City of Poway – Drainage Study Preliminary Report 11/14/2011 i TABLE OF CONTENTS 1.0 INTRODUCTION .............................................................................................................. 1 1.1 Topography and Land Use ....................................................................................... 1 2.0 SCOPE AND PURPOSE .................................................................................................. 1 3.0 FLOODPLAINS AND FLOODING HAZARDS ................................................................. 2 4.0 HYDROLOGIC AND HYDRAULIC MODELING METHODOLOGY .................................. 2 4.1 Hydrologic Modeling Methodology ........................................................................... 2 4.1.1 Basin Delineation .......................................................................................... 2 4.1.2 Storm Frequency .......................................................................................... 2 4.1.3 Runoff Coefficients ........................................................................................ 2 4.1.4 Time of Concentration ................................................................................... 3 4.1.5 Intensity ........................................................................................................ 4 4.1.6 Flow Rate Calculations .................................................................................. 4 4.2 Hydraulic Modeling Methodology .............................................................................. 4 4.2.1 Inlet Sizing .................................................................................................... 4 4.2.2 Pipe Capacity ................................................................................................ 4 5.0 EXISTING DRAINAGE CONDITIONS .............................................................................. 5 6.0 PROPOSED DRAINAGE CONDITIONS .......................................................................... 6 7.0 PROPOSED DRAINAGE IMPROVEMENTS .................................................................... 7 7.1 Proposed Drainage Improvements Background ...................................................... 7 7.2 Proposed Drainage Facilities................................................................................... 7 8.0 EXISTING UTILITIES ....................................................................................................... 8 9.0 CONCLUSION ................................................................................................................. 8 10.0 REFERENCES .............................................................................................................. 8 Espola Road Improvement Project City of Poway – Drainage Study Preliminary Report 11/14/2011 ii APPENDICES APPENDIX A VICINITY MAP APPENDIX B HYDROLOGIC REFERENCE MATERIAL APPENDIX C 100-YR EXISTING CONDITION HYDROLOGIC ANALYSIS AND MAP APPENDIX D 100-YR DEVELOPED CONDITION HYDROLOGIC ANALYSIS AND MAP APPENDIX E PRELIMINARY INLET SIZING APPENDIX F PRELIMINARY STORM DRAIN PIPE SIZING LIST OF TABLES Table 1. 100-Year Existing Condition Hydrologic Analysis Summary...................... 6 Table 2. 100-Year Proposed Condition Hydrologic Analysis Summary ................... 6 ABBREVIATIONS ac Acre ft Feet hr Hour in/hr Inch / Hour mi Miles min Minute s Second ACRONYMS A Drainage Area C Runoff Coefficient CIP Capital Improvement Project CMP Corrugated Metal Pipe I Rainfall Intensity HGL Hydraulic Grade Line P6 6-Hour Precipitation Q Discharge / Runoff RCP Reinforced Concrete Pipe ROW Right-of-way Tc Time of Concentration Espola Road Improvement Project City of Poway – Drainage Study Preliminary Report 11/14/2011 1 1.0 INTRODUCTION The proposed project will provide improvements to Espola Road, a key access road for the City of Poway, between approximately 1000-ft south of the intersection of Espola Road and Titan Way/Eden Grove to the crossing of Espola Road at Rattlesnake Creek. Improvements will consist of widening the existing two-lane road to three lanes, as well as necessary traffic safety, drainage, pedestrian, and landscaping improvements. In addition, all existing overhead utilities will be placed underground. A Vicinity Map, which identifies the project’s location, has been included in Appendix A. Hydrologic reference material is included in Appendix B. Existing condition and proposed condition hydrology maps, included in Appendix C and Appendix D respectively, indicate drainage areas, existing and proposed storm water conveyance systems, and outlet locations. 1.1 Topography and Land Use The project occurs along an area with elevations ranging from approximately 585-ft to 811-ft above mean sea level. The onsite drainage tributary area consists solely of the roadway sections while the off-site drainage tributary area is primarily residential and natural open space especially to the east of the site. 2.0 SCOPE AND PURPOSE The City of Poway has requested Bureau Veritas North America, Inc. to perform a preliminary drainage analysis for the subject project, in support of the preliminary design and Environmental Impact Report. The scope of the project consists of preliminary data collection including researching records of existing drainage facilities, field reconnaissance to verify the size and location of facilities, and review of previous drainage studies, if available, within the project area. Preliminary analysis efforts include determination of the 100-year frequency runoff under existing conditions as well as proposed conditions at buildout, evaluation of the hydrologic impacts of the project, design efforts to determine constraints, and hydraulic calculations to evaluate the capacity of existing facilities and determine sizes for proposed facilities. The findings and recommendations are presented in this preliminary summary report. The objectives of this preliminary drainage analysis are as follows: • Perform preliminary hydrologic analysis to determine the 100-year storm discharge entering the existing and proposed drainage facilities from all tributary areas. • Perform preliminary hydraulic analysis to determine the 100-year storm capacity of existing and proposed drainage facilities. • Provide recommendations for the future design of the proposed drainage facilities in order to minimize right of way acquisition for said facilities. Espola Road Improvement Project City of Poway – Drainage Study Preliminary Report 11/14/2011 2 3.0 FLOODPLAINS AND FLOODING HAZARDS The majority of the Espola Road Widening Project, more specifically the project area north of Twin Peaks Road as well as the proposed staging area situated just south of Twin Peaks Road and west of Espola Road, is located outside of mapped 100-year floodplains. A small portion of the proposed project, located south of Twin Peaks Road, does extend into the 100-year and 500-year floodplains. Proposed facilities within the 100-year floodplain will only include the underground storm drain system. General drainage patterns will not be significantly altered with the proposed drainage and roadway improvements. 4.0 HYDROLOGIC AND HYDRAULIC MODELING METHODOLOGY 4.1 Hydrologic Modeling Methodology The runoff calculation methodology utilized for hydrologic calculations conforms to commonly accepted practices utilized in the Poway region as amended by the City of Poway and the County of San Diego. The County’s Hydrology Manual was used to determine flow rates within the project vicinity. The following subsections describe the rationale behind each of the parameters used in the stormwater runoff calculation. Supporting reference materials, including excerpts from the County of San Diego Hydrology Manual (dated June 2003), can be found in Appendix B. 4.1.1 Basin Delineation Drainage basin limits were obtained through the use of topographic mapping supplied by the City, conventional field surveying, site inspection, and/or discussion with City personnel regarding future improvements and drainage patterns. 4.1.2 Storm Frequency Based on City drainage requirements, all public and private drainage facilities will be designed for a 100-year frequency storm. 4.1.3 Runoff Coefficients Runoff coefficients used to determine off-site and street discharge based on contributing area are based on the County’s Hydrology Manual (refer to Table 3-1 in Appendix B). A runoff coefficient of 0.35 has been designated for natural areas and a runoff coefficient of 0.55 has been assigned to areas consisting of constructed slopes. Per the San Diego County Hydrology Manual, the C-value for paved areas can be determined based on the impervious percentage (%IMP) of any area and can be calculated using the following following formula: C = [0.90 x (% Impervious)] + [Cp x (% Impervious)] Where: Cp = Pervious Coefficient Runoff Value for the soil type (Shown in Table 3-1 of County Hydrology Manual and Appendix B as Undisturbed Natural Terrain/Permanent Open Space, 0% Impervious. Soil type can be determined from the Soil Type D per the map provided in Appendix A of the San Diego County Hydrology Manual). Espola Road Improvement Project City of Poway – Drainage Study Preliminary Report 11/14/2011 3 From the aforementioned equation, a runoff coefficient of 0.90 should be designated to paved surfaces that are 100% impervious; however, since this is a preliminary design, a more conservative coefficient of 0.95 has been used. Weighed runoff coefficients have been used where subareas are comprised of more than one land use. Additionally, all C-values are based on Soil Group D. 4.1.4 Time of Concentration The time of concentration (Tc) was found by locating and calculating the travel time for flow from the most remote point of the drainage basin to reach its outlet. A minimum of 5-minutes was used for basins with calculated Tc’s less than 5-minutes. The County of San Diego’s aproach to calculate the time of concentration was used. The County’s Tc is composed of two components: initial time of concentration (Ti) and travel time (Tt). The Ti is the time required for runoff to travel across the surface of the most remote subarea in the sudy, or “initial subarea.” The Ti is calculated using one of two equations; one if the initial subarea is located in an urban area and the other if the initial subarea is located in a rural or natural area. For urban areas, the Ti was calculated using the following equation (refer to Figure 3-3 in Appendix B): 3 )1.1(8.1 S DCTi -= Where, Ti = Overland Flow Time, minutes D = Length of Watercouse Drainage Course, feet C = Runoff Coefficient, unitless S = Slope of Watercours, % For rural or natural areas, the Ti was calculated using the following equation (refer to Figure 3-4 in Appendix B): 385.039.11×= H LTi Where, Ti = Time of Concentration, hours L = Length of drainage course, miles H = Difference in elevation from further most point of design, feet The travel time (Tt) is the time required for the runoff to flow in a watercouse (e.g. gutter, swale, ditch, pipe) or series of watercourses from the initial subarea to the point of interest. The Tt was determined by dividing the length of the flowpath by the computed flow velocity, which was determined by Manning’s equation for different flow path’s cross-sectional areas and longitudinal slopes (refer to Figure 3-7 in Appendix B). Espola Road Improvement Project City of Poway – Drainage Study Preliminary Report 11/14/2011 4 4.1.5 Intensity The rainfall intensity (I) for each storm frequency of interest was determined using the Intensity- Duration Design Chart from the San Diego County Hydrology Manual (refer to Figure 3-1 in Appendix B), or the equation below: 645.0 644.7 -=DPI Where, I = Intensity, inches/hour P6 = 6-Hour Precipitation, inches D = Duration, minutes (may be the Ti, Tt, or Tc) 4.1.6 Flow Rate Calculations Prelimimary flow rates for surface improvements and offiste areas has been calculated using the Rational Method as required by City standards and the County’s Hydrology Manual. Preliminary flow rates were calculated for the pre-project (existing) conditions as well as for the post-project (proposed) conditions using the AES computer software. Results from the proposed condition analysis have been used to determine preliminary storm drain sizing for the project. However, for preliminary inlet sizing, more detailed calculations have been performed using the assumption of a time of concentartion of 5-minutes in order to provide more conservative results, for the preliminary study. Software outputs, calculations, and drainage maps are shown in Appendix C and Appendix D for existing and proposed conditions, respectively. 4.2 Hydraulic Modeling Methodology 4.2.1 Inlet Sizing The City of Poway and County of San Diego drainage design standards require inlets at sumps, at curb returns to minimize the installation of cross-gutters, and along medians to prevent concentrated storm water flow from crossing streets. Curb inlet spacing was determined based on the City’s storm drainage requirements. Flow rates within sub-basins were determined as described in Section 4.1. The depth of flow in the approach gutter, Y, was determined using the orifice equation. Using the County’s formula shown below, the length of the curb inlet was determined as follows: ()5.17.0 yaLQ+××= Where, Q = Discharge, cfs L = Length of Curb Opening (minimum of 5-ft, maximum of 20-ft), feet a = 0.33 (Depth of Depression given 2% roadway cross slope), feet y = Depth of Flow in the Approach Gutter, feet Calculations for inlet sizing are shown in Appendix E. 4.2.2 Pipe Capacity Using Manning’s Equation, stormwater pipe diameter was determined given discharge, Manning’s n-value, and pipe slope. Based on information collected from the hydrologic modeling, the pipe diameters were determined. An n-value of 0.013 was utilized for all Espola Road Improvement Project City of Poway – Drainage Study Preliminary Report 11/14/2011 5 reinforced concrete (RCP) closed conduits and an n-value of 0.024 was used for corrugated metal pipe (CMP). This method does not account for head losses resulting from friction, pipe bends, entrances, exits, and junctions. Calculations for the preliminary storm drain sizing are shown in Appendix F. 5.0 EXISTING DRAINAGE CONDITIONS Runoff collected by the roadway currently drains in a southerly direction along Espola Road and eventually flows into an existing 7-ft diameter storm drain commencing just north of Twin Peaks Road and running south along the eastern right-of-way (ROW) of Espola Road. The storm drain then outlets into Rattlesnake Creek, which is located immediately southwest of Twin Peaks Road, enroute to Peñasquitos Creek, Peñasquitos Lagoon, and ultimately the Pacific Ocean. Off-site runoff from the area east of Espola Road and north of High Valley Road drains in an easterly direction towards Espola Road where various CMP culverts drain the stormwater across the roadway into a natural drainage stream that flows into a sump area located on the northwest corner of the Espola Road-Del Poniente Road intersection. Off-site runoff from the area west of Espola Road and north of Del Poniente Road also drains towards this sump area through the same natural drainage stream. From the sump area, the off-site discharge is conveyed across del Poniente Road through a 48-inch pipe culvert where it then flows southerly along a natural drainage stream until it reaches a culvert headwall situated along the western boundary of Espola Road across the street from Mountain Road. This pipe conveys the off-site flows across Espola Road towards a trapezoidal concrete channel. A confluence of stormwater, from a large off-site area east of Espola Road and north of Mountain Road, occurs at the upstream end of the trapezoidal concrete channel. This channel then drains the runoff in a southerly direction along Espola Road’s eastern ROW conveying additional off-site discharge from the off-site area east of Twin Peaks Road until it eventually reaches the aforementioned 7- ft diameter storm drain enroute to Rattlesnake Creek, Peñasquitos Creek, Peñasquitos Lagoon, and finally the Pacific Ocean (refer to the hydrology maps located in Appendix C). The proposed sub-basins were delineated using topographical mapping provided by the City, as-builts, surface improvement plans, field surveys, and/or project improvement plans for related roadway profiles. Existing sub-basin delineation is illustrated in the Existing Condition Hydrology Map located in Appendix C. Utilizing the hydrologic modeling methodology described in Section 4.1, existing condition flow rates for the 100-year storm were determined throughout the project and at the outfall location at Rattlesnake Creek. The results of this analysis are located in Table 1. Supporting documentation for this analysis is also located in Appendix C. Espola Road Improvement Project City of Poway – Drainage Study Preliminary Report 11/14/2011 6 Table 1. 100-Year Existing Condition Hydrologic Analysis Summary Node ID Drainage Area A (ac) Time of Concentration Tc (min) Peak Discharge Q100 (cfs) 120 (Upstream of Twin Reaks Road) 569.3 16.3 1,044.2 120 (Downstream of Twin Reaks Road at Rattlesnake Creek Outfall) 673.8 16.3 1,239.1 Refer to Appendix C for the Existing Condition Hydrology Map 6.0 PROPOSED DRAINAGE CONDITIONS The site’s drainage pattern under proposed conditions remains generally the same as in existing conditions (previously described in Section 5.0). Proposed sub-basin delineation is illustrated in the Proposed Condition Hydrology Map located in Appendix D. Utilizing the hydrologic modeling methodology described in Section 4.1, proposed condition flow rates for the 100-year storm were determined throughout the project and at the outfall location at Rattlesnake Creek. The results of this analysis are located in Table 2. Supporting documentation for this analysis is also located in Appendix D. Table 2. 100-Year Proposed Condition Hydrologic Analysis Summary Node ID Drainage Area A (ac) Time of Concentration Tc (min) Peak Discharge Q100 (cfs) 120 (Upstream of Twin Reaks Road) 568.5 16.3 1,048.1 120 (Downstream of Twin Reaks Road at Rattlesnake Creek Outfall) 673.0 16.3 1,243.4 Refer to Appendix D for the Proposed Condition Hydrology Map Espola Road Improvement Project City of Poway – Drainage Study Preliminary Report 11/14/2011 7 7.0 PROPOSED DRAINAGE IMPROVEMENTS 7.1 Proposed Drainage Improvements Background Proposed drainage improvements for the Espola Road Widening Project will be coordinated based on the results and recommendations of the hydrologic analysis described previously. A number of new drainage facilities will need to be designed within the project area since the existing facilities do not adequately convey the 100-year peak discharge. Alternatively, the existing CMP pipes could be concrete line in order to minimize friction losses while maximizing drainage capacities. As new drainage facilities are designed, the recommended material is reinforced concrete pipe (RCP), rather than the existing corrugated metal pipe (CMP) facilities in place. 7.2 Proposed Drainage Facilities All onsite runoff flows along the proposed roadway will be carried southerly along the curb-and- gutter and captured by several proposed curb inlets located on both sides of the road. The preliminary opening design of the curb inlets was calculated using the methodology mentioned in Section 4.2.1. Additionally, cross-gutters running parallel to Espola Road are proposed along two locations: North Crest Lane and Evergreen Lane. The existing trapezoidal concrete channel that runs southerly along Espola Road from Mountain Road towards the existing 7-ft diameter pipe is proposed to be replaced by an underground storm drain system since the widening of the road will fill the existing channel. The only other storm drain system proposed is located immediately upstream of Los Nietos Avenue which will convey discharge from the western portion of Espola Road. This system will eliminate the need for a cross-gutter along Los Nietos Avenue in order to drain the runoff towards Rattlesnake Creek. All the proposed storm drain pipe sizes are summarized in Appendix F and graphically depicted on the proposed hydrology map. To avoid extensive environmental impacts with increasing the existing pipe size at the Rattlesnake Creek outfall, the proposed storm drain system will directly connect to the existing box culvert at Espola Road and Rattlesnake Creek. Prior to final design of the drainage system, the hydraulic grade line will need to be calculated and viability of this connection point will need to be confirmed. First-flush flows will be filtered through several proposed bioretention swales, located adjacent to both sides of the roadway, prior to being rerouted through proposed catch basins into the main storm drain systems and finally discharging into Rattlesnake Creek. The proposed catch basins located at the downstream end of the bioretention swales will be connected to the back of the proposed inlets along Espola Road by a low-flow pipe. In addition, curb openings are proposed at the upstream end of every swale in order to route the required first-flush runoff into the bioretention swales. Underdrain pipes are also proposed under driveways in order to maintain a consistent flowpath between bioretention swales throughout the majority of Espola Road’s length. Espola Road Improvement Project City of Poway – Drainage Study Preliminary Report 11/14/2011 8 8.0 EXISTING UTILITIES Utilities located within the Espola Road include storm drain, sewer, water, gas, electric, telephone, and cable. 9.0 CONCLUSION As noted in Tables 1 and 2 of this report, development of the proposed project will increase the 100-year peak discharge at the outfall into Rattlesnake Creek by 0.35%, or 4.3-cfs, a negligible increase considering the size of the contributing watershed. The results of this preliminary study show that the proposed storm drain system is designed to produce an effective drainage system in accordance with the latest drainage design standards. Additionally, surface runoff from the site will be filtered prior to outleting into the existing Rattlesnake Creek. 10.0 REFERENCES 1. County of San Diego, Department of Public Works, Flood Control Division, California. Hydrology Manual. 06/2003. 2. County of San Diego, Department of Public Works, Flood Control Division, California. Drainage Design Manual. 06/2005. 3. Preliminary Water Quality Technical Report for Espola Road Widening. Bureau Veritas North America, Inc. 11/2011. APPENDIX A VICINITY MAP Vicinity Map – Street View Vicinity Map – Aerial View APPENDIX B HYDROLOGIC REFERENCE MATERIAL APPENDIX C 100-YR EXISTING CONDITION HYDROLOGIC ANALYSIS AND MAP ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2008 Advanced Engineering Software (aes) Ver. 15.0 Release Date: 04/01/2008 License ID 1457 Analysis prepared by: Bureau Veritas North America, Inc. 11590 W. Bernardo Court, Suite 100 San Diego, CA 92127-1624 W: (858) 451-6100 F: (858) 451-2846 ************************** DESCRIPTION OF STUDY ************************** * ESPOLA ROAD WIDENING PROJECT * * PRELIMINARY 100-YEAR EXISTING CONDITION HYDROLOGY ANALYSIS * * BVNA JOB NO. 16000 11/21/2008 PREPARED BY: AH * ************************************************************************** FILE NAME: C:\AES\P-EX.DAT TIME/DATE OF STUDY: 23:01 11/25/2008 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 3.300 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.61 RAIN INTENSITY(INCH/HOUR) = 6.63 TOTAL AREA(ACRES) = 5.43 TOTAL RUNOFF(CFS) = 15.11 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 151.00 IS CODE = 31 (SD-1) ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 792.70 DOWNSTREAM(FEET) = 791.80 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.40 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.11 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 7.81 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 151.00 = 90.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 151.00 TO NODE 906.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 791.80 DOWNSTREAM(FEET) = 745.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 580.00 CHANNEL SLOPE = 0.0807 CHANNEL FLOW THRU SUBAREA(CFS) = 15.11 FLOW VELOCITY(FEET/SEC) = 7.90 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.22 Tc(MIN.) = 9.04 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 906.00 = 670.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 151.00 TO NODE 906.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.936 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4346 SUBAREA AREA(ACRES) = 3.19 SUBAREA RUNOFF(CFS) = 8.71 TOTAL AREA(ACRES) = 8.6 TOTAL RUNOFF(CFS) = 22.23 TC(MIN.) = 9.04 **************************************************************************** FLOW PROCESS FROM NODE 900.00 TO NODE 906.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.936 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4558 SUBAREA AREA(ACRES) = 43.11 SUBAREA RUNOFF(CFS) = 117.71 TOTAL AREA(ACRES) = 51.7 TOTAL RUNOFF(CFS) = 139.94 TC(MIN.) = 9.04 **************************************************************************** FLOW PROCESS FROM NODE 906.00 TO NODE 906.00 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.) = 9.04 RAINFALL INTENSITY(INCH/HR) = 5.94 TOTAL STREAM AREA(ACRES) = 51.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 139.94 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.26 RAIN INTENSITY(INCH/HOUR) = 6.84 TOTAL AREA(ACRES) = 4.35 TOTAL RUNOFF(CFS) = 12.48 **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 201.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.836 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5655 SUBAREA AREA(ACRES) = 1.65 SUBAREA RUNOFF(CFS) = 10.71 TOTAL AREA(ACRES) = 6.0 TOTAL RUNOFF(CFS) = 23.19 TC(MIN.) = 7.26 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 251.00 IS CODE = 31 (SD-2) ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 768.50 DOWNSTREAM(FEET) = 760.70 FLOW LENGTH(FEET) = 61.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.47 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.19 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 7.31 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 251.00 = 61.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 251.00 TO NODE 906.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 760.70 DOWNSTREAM(FEET) = 745.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 250.00 CHANNEL SLOPE = 0.0628 CHANNEL FLOW THRU SUBAREA(CFS) = 23.19 FLOW VELOCITY(FEET/SEC) = 7.82 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 7.84 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 906.00 = 311.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 251.00 TO NODE 906.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.505 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5385 SUBAREA AREA(ACRES) = 2.07 SUBAREA RUNOFF(CFS) = 6.19 TOTAL AREA(ACRES) = 8.1 TOTAL RUNOFF(CFS) = 28.27 TC(MIN.) = 7.84 **************************************************************************** FLOW PROCESS FROM NODE 903.00 TO NODE 906.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.505 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4897 SUBAREA AREA(ACRES) = 13.22 SUBAREA RUNOFF(CFS) = 39.56 TOTAL AREA(ACRES) = 21.3 TOTAL RUNOFF(CFS) = 67.82 TC(MIN.) = 7.84 **************************************************************************** FLOW PROCESS FROM NODE 906.00 TO NODE 906.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.84 RAINFALL INTENSITY(INCH/HR) = 6.50 TOTAL STREAM AREA(ACRES) = 21.29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 67.82 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 139.94 9.04 5.936 51.73 2 67.82 7.84 6.505 21.29 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) 1 189.24 7.84 6.505 2 201.83 9.04 5.936 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 201.83 Tc(MIN.) = 9.04 TOTAL AREA(ACRES) = 73.0 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 906.00 = 670.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 906.00 TO NODE 907.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 745.00 DOWNSTREAM(FEET) = 702.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1434.50 CHANNEL SLOPE = 0.0300 CHANNEL FLOW THRU SUBAREA(CFS) = 201.83 FLOW VELOCITY(FEET/SEC) = 10.18 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.35 Tc(MIN.) = 11.38 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 907.00 = 2104.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 906.00 TO NODE 907.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.114 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4640 SUBAREA AREA(ACRES) = 31.18 SUBAREA RUNOFF(CFS) = 73.35 TOTAL AREA(ACRES) = 104.2 TOTAL RUNOFF(CFS) = 247.24 TC(MIN.) = 11.38 **************************************************************************** FLOW PROCESS FROM NODE 907.00 TO NODE 907.00 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.) = 11.38 RAINFALL INTENSITY(INCH/HR) = 5.11 TOTAL STREAM AREA(ACRES) = 104.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 247.24 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 22.67 RAIN INTENSITY(INCH/HOUR) = 3.28 TOTAL AREA(ACRES) = 61.60 TOTAL RUNOFF(CFS) = 81.38 **************************************************************************** FLOW PROCESS FROM NODE 350.00 TO NODE 301.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.280 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4121 SUBAREA AREA(ACRES) = 1.06 SUBAREA RUNOFF(CFS) = 3.30 TOTAL AREA(ACRES) = 62.7 TOTAL RUNOFF(CFS) = 84.68 TC(MIN.) = 22.67 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 907.00 IS CODE = 31 (SD-3) ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 706.90 DOWNSTREAM(FEET) = 702.10 FLOW LENGTH(FEET) = 148.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.29 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 84.68 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 22.81 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 907.00 = 459.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 907.00 TO NODE 907.00 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.) = 22.81 RAINFALL INTENSITY(INCH/HR) = 3.27 TOTAL STREAM AREA(ACRES) = 62.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 84.68 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 247.24 11.38 5.114 104.20 2 84.68 22.81 3.266 62.66 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) 1 289.50 11.38 5.114 2 242.60 22.81 3.266 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 289.50 Tc(MIN.) = 11.38 TOTAL AREA(ACRES) = 166.9 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 907.00 = 2104.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 351.00 TO NODE 907.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.114 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4534 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 14.58 TOTAL AREA(ACRES) = 169.9 TOTAL RUNOFF(CFS) = 393.87 TC(MIN.) = 11.38 **************************************************************************** FLOW PROCESS FROM NODE 907.00 TO NODE 907.50 IS CODE = 31 (SD-5) ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 700.50 DOWNSTREAM(FEET) = 695.00 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 44.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 26.51 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 393.87 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 11.48 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 907.50 = 2254.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 907.50 TO NODE 907.50 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.) = 11.48 RAINFALL INTENSITY(INCH/HR) = 5.09 TOTAL STREAM AREA(ACRES) = 169.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 393.87 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.80 RAIN INTENSITY(INCH/HOUR) = 4.74 TOTAL AREA(ACRES) = 3.03 TOTAL RUNOFF(CFS) = 8.04 **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 907.50 IS CODE = 31 (SD-6) ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 709.00 DOWNSTREAM(FEET) = 705.00 FLOW LENGTH(FEET) = 101.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.64 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.04 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 12.96 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 907.50 = 560.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 907.50 TO NODE 907.50 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.) = 12.96 RAINFALL INTENSITY(INCH/HR) = 4.70 TOTAL STREAM AREA(ACRES) = 3.03 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.04 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 393.87 11.48 5.087 169.86 2 8.04 12.96 4.704 3.03 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) 1 400.99 11.48 5.087 2 372.28 12.96 4.704 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 400.99 Tc(MIN.) = 11.48 TOTAL AREA(ACRES) = 172.9 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 907.50 = 2254.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 907.50 TO NODE 907.60 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 695.00 DOWNSTREAM(FEET) = 680.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 262.00 CHANNEL SLOPE = 0.0573 CHANNEL FLOW THRU SUBAREA(CFS) = 400.99 FLOW VELOCITY(FEET/SEC) = 17.46 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 11.73 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 907.60 = 2516.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 907.50 TO NODE 907.60 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.017 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4555 SUBAREA AREA(ACRES) = 10.17 SUBAREA RUNOFF(CFS) = 23.47 TOTAL AREA(ACRES) = 183.1 TOTAL RUNOFF(CFS) = 418.34 TC(MIN.) = 11.73 **************************************************************************** FLOW PROCESS FROM NODE 907.60 TO NODE 907.60 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.) = 11.73 RAINFALL INTENSITY(INCH/HR) = 5.02 TOTAL STREAM AREA(ACRES) = 183.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 418.34 **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 6.74 RAIN INTENSITY(INCH/HOUR) = 7.17 TOTAL AREA(ACRES) = 0.75 TOTAL RUNOFF(CFS) = 2.26 **************************************************************************** FLOW PROCESS FROM NODE 650.00 TO NODE 601.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.171 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6420 SUBAREA AREA(ACRES) = 0.54 SUBAREA RUNOFF(CFS) = 3.68 TOTAL AREA(ACRES) = 1.3 TOTAL RUNOFF(CFS) = 5.94 TC(MIN.) = 6.74 **************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 907.60 IS CODE = 31 (SD-7) ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 690.70 DOWNSTREAM(FEET) = 689.00 FLOW LENGTH(FEET) = 66.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.38 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.94 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 6.87 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 907.60 = 626.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 907.60 TO NODE 907.60 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.) = 6.87 RAINFALL INTENSITY(INCH/HR) = 7.08 TOTAL STREAM AREA(ACRES) = 1.29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.94 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 418.34 11.73 5.017 183.06 2 5.94 6.87 7.083 1.29 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) 1 302.25 6.87 7.083 2 422.55 11.73 5.017 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 422.55 Tc(MIN.) = 11.73 TOTAL AREA(ACRES) = 184.3 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 907.60 = 2516.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 907.60 TO NODE 907.70 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 689.00 DOWNSTREAM(FEET) = 661.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 407.60 CHANNEL SLOPE = 0.0687 CHANNEL FLOW THRU SUBAREA(CFS) = 422.55 FLOW VELOCITY(FEET/SEC) = 19.45 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 12.08 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 907.70 = 2924.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 907.60 TO NODE 907.70 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.923 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4556 SUBAREA AREA(ACRES) = 5.14 SUBAREA RUNOFF(CFS) = 10.37 TOTAL AREA(ACRES) = 189.5 TOTAL RUNOFF(CFS) = 424.95 TC(MIN.) = 12.08 **************************************************************************** FLOW PROCESS FROM NODE 907.70 TO NODE 907.70 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.) = 12.08 RAINFALL INTENSITY(INCH/HR) = 4.92 TOTAL STREAM AREA(ACRES) = 189.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 424.95 **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 701.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.17 RAIN INTENSITY(INCH/HOUR) = 5.50 TOTAL AREA(ACRES) = 2.45 TOTAL RUNOFF(CFS) = 5.66 **************************************************************************** FLOW PROCESS FROM NODE 701.00 TO NODE 907.70 IS CODE = 31 (SD-8) ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 685.00 DOWNSTREAM(FEET) = 680.00 FLOW LENGTH(FEET) = 58.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.80 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.66 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 10.25 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 907.70 = 684.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 907.70 TO NODE 907.70 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.) = 10.25 RAINFALL INTENSITY(INCH/HR) = 5.47 TOTAL STREAM AREA(ACRES) = 2.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.66 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 424.95 12.08 4.923 189.49 2 5.66 10.25 5.474 2.45 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) 1 387.82 10.25 5.474 2 430.04 12.08 4.923 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 430.04 Tc(MIN.) = 12.08 TOTAL AREA(ACRES) = 191.9 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 907.70 = 2924.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 907.70 TO NODE 907.80 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 661.00 DOWNSTREAM(FEET) = 603.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 2413.50 CHANNEL SLOPE = 0.0237 CHANNEL FLOW THRU SUBAREA(CFS) = 430.04 FLOW VELOCITY(FEET/SEC) = 11.50 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.50 Tc(MIN.) = 15.58 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 907.80 = 5337.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 907.70 TO NODE 907.80 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.178 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4900 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4652 SUBAREA AREA(ACRES) = 78.34 SUBAREA RUNOFF(CFS) = 160.37 TOTAL AREA(ACRES) = 270.3 TOTAL RUNOFF(CFS) = 525.32 TC(MIN.) = 15.58 **************************************************************************** FLOW PROCESS FROM NODE 907.90 TO NODE 907.80 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.178 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4665 SUBAREA AREA(ACRES) = 0.72 SUBAREA RUNOFF(CFS) = 2.86 TOTAL AREA(ACRES) = 271.0 TOTAL RUNOFF(CFS) = 528.17 TC(MIN.) = 15.58 **************************************************************************** FLOW PROCESS FROM NODE 907.80 TO NODE 125.00 IS CODE = 31 (SD-9) ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 601.90 DOWNSTREAM(FEET) = 601.50 FLOW LENGTH(FEET) = 69.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 90.0 INCH PIPE IS 70.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.29 ESTIMATED PIPE DIAMETER(INCH) = 90.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 528.17 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 15.66 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 125.00 = 5406.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 800.00 TO NODE 801.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.13 RAIN INTENSITY(INCH/HOUR) = 4.66 TOTAL AREA(ACRES) = 8.17 TOTAL RUNOFF(CFS) = 16.01 **************************************************************************** FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 31 (SD-10) ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 661.30 DOWNSTREAM(FEET) = 640.70 FLOW LENGTH(FEET) = 486.00 MANNING'S N = 0.015 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.39 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.01 PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 13.84 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 802.00 = 5892.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 81 (SD-11) ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.508 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4337 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 8.71 TOTAL AREA(ACRES) = 12.4 TOTAL RUNOFF(CFS) = 24.18 TC(MIN.) = 13.84 **************************************************************************** FLOW PROCESS FROM NODE 850.00 TO NODE 802.00 IS CODE = 81 (SD-12) ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.508 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4848 SUBAREA AREA(ACRES) = 1.36 SUBAREA RUNOFF(CFS) = 5.82 TOTAL AREA(ACRES) = 13.7 TOTAL RUNOFF(CFS) = 30.01 TC(MIN.) = 13.84 **************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NODE 501.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 639.00 DOWNSTREAM(FEET) = 610.00 FLOW LENGTH(FEET) = 1170.00 MANNING'S N = 0.015 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.06 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 30.01 PIPE TRAVEL TIME(MIN.) = 1.76 Tc(MIN.) = 15.60 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 501.00 = 7062.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 501.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.173 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5005 SUBAREA AREA(ACRES) = 0.48 SUBAREA RUNOFF(CFS) = 1.90 TOTAL AREA(ACRES) = 14.2 TOTAL RUNOFF(CFS) = 30.01 TC(MIN.) = 15.60 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 501.00 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.) = 15.60 RAINFALL INTENSITY(INCH/HR) = 4.17 TOTAL STREAM AREA(ACRES) = 14.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.01 **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 26.90 RAIN INTENSITY(INCH/HOUR) = 2.94 TOTAL AREA(ACRES) = 266.86 TOTAL RUNOFF(CFS) = 337.99 **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 501.00 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.) = 26.90 RAINFALL INTENSITY(INCH/HR) = 2.94 TOTAL STREAM AREA(ACRES) = 266.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 337.99 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 30.01 15.60 4.173 14.21 2 337.99 26.90 2.937 266.86 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) 1 226.07 15.60 4.173 2 359.11 26.90 2.937 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 359.11 Tc(MIN.) = 26.90 TOTAL AREA(ACRES) = 281.1 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 501.00 = 7062.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 125.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 610.00 DOWNSTREAM(FEET) = 601.50 FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 34.30 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 359.11 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 26.95 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 125.00 = 7172.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 359.11 26.95 2.933 281.07 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 125.00 = 7172.60 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 528.17 15.66 4.164 271.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 125.00 = 5406.60 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 736.78 15.66 4.164 2 731.18 26.95 2.933 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 736.78 Tc(MIN.) = 15.66 TOTAL AREA(ACRES) = 552.1 **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 120.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 601.50 DOWNSTREAM(FEET) = 588.00 FLOW LENGTH(FEET) = 880.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 84.0 INCH PIPE IS 67.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 22.23 ESTIMATED PIPE DIAMETER(INCH) = 84.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 736.78 PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 16.32 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 120.00 = 8052.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 120.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.054 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4522 SUBAREA AREA(ACRES) = 2.04 SUBAREA RUNOFF(CFS) = 7.86 TOTAL AREA(ACRES) = 554.1 TOTAL RUNOFF(CFS) = 1015.89 TC(MIN.) = 16.32 **************************************************************************** FLOW PROCESS FROM NODE 126.00 TO NODE 120.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.054 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4524 SUBAREA AREA(ACRES) = 15.18 SUBAREA RUNOFF(CFS) = 28.31 TOTAL AREA(ACRES) = 569.3 TOTAL RUNOFF(CFS) = 1044.20 TC(MIN.) = 16.32 **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 120.00 IS CODE = 81 (SD-17) ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.054 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4536 SUBAREA AREA(ACRES) = 104.50 SUBAREA RUNOFF(CFS) = 194.90 TOTAL AREA(ACRES) = 673.8 TOTAL RUNOFF(CFS) = 1239.10 TC(MIN.) = 16.32 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 673.8 TC(MIN.) = 16.32 PEAK FLOW RATE(CFS) = 1239.10 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS APPENDIX D 100-YR PROPOSED CONDITION HYDROLOGIC ANALYSIS AND MAP ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2008 Advanced Engineering Software (aes) Ver. 15.0 Release Date: 04/01/2008 License ID 1457 Analysis prepared by: Bureau Veritas North America, Inc. 11590 W. Bernardo Court, Suite 100 San Diego, CA 92127-1624 W: (858) 451-6100 F: (858) 451-2846 ************************** DESCRIPTION OF STUDY ************************** * ESPOLA ROAD WIDENING PROJECT * * PRELIMINARY 100-YEAR PROPOSED CONFITION HYDROLOGY ANALYSIS * * BVNA JOB NO. 16000 10/08/2008 PREPARED BY: AH * ************************************************************************** FILE NAME: C:\AES\PRELIM.DAT TIME/DATE OF STUDY: 01:30 11/13/2008 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 3.300 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.61 RAIN INTENSITY(INCH/HOUR) = 6.63 TOTAL AREA(ACRES) = 5.36 TOTAL RUNOFF(CFS) = 14.92 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 151.00 IS CODE = 31 (SD-1) ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 792.70 DOWNSTREAM(FEET) = 791.80 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 17.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.13 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.92 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 7.82 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 151.00 = 90.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 151.00 TO NODE 906.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 791.80 DOWNSTREAM(FEET) = 745.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 580.00 CHANNEL SLOPE = 0.0807 CHANNEL FLOW THRU SUBAREA(CFS) = 14.92 FLOW VELOCITY(FEET/SEC) = 7.87 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.23 Tc(MIN.) = 9.05 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 906.00 = 670.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 151.00 TO NODE 906.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.931 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4344 SUBAREA AREA(ACRES) = 3.07 SUBAREA RUNOFF(CFS) = 8.38 TOTAL AREA(ACRES) = 8.4 TOTAL RUNOFF(CFS) = 21.72 TC(MIN.) = 9.05 **************************************************************************** FLOW PROCESS FROM NODE 900.00 TO NODE 906.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.931 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4558 SUBAREA AREA(ACRES) = 43.11 SUBAREA RUNOFF(CFS) = 117.61 TOTAL AREA(ACRES) = 51.5 TOTAL RUNOFF(CFS) = 139.33 TC(MIN.) = 9.05 **************************************************************************** FLOW PROCESS FROM NODE 906.00 TO NODE 906.00 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.) = 9.05 RAINFALL INTENSITY(INCH/HR) = 5.93 TOTAL STREAM AREA(ACRES) = 51.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 139.33 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.26 RAIN INTENSITY(INCH/HOUR) = 6.84 TOTAL AREA(ACRES) = 4.21 TOTAL RUNOFF(CFS) = 12.08 **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 201.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.836 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5876 SUBAREA AREA(ACRES) = 1.95 SUBAREA RUNOFF(CFS) = 12.66 TOTAL AREA(ACRES) = 6.2 TOTAL RUNOFF(CFS) = 24.74 TC(MIN.) = 7.26 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 251.00 IS CODE = 31 (SD-2) ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 768.50 DOWNSTREAM(FEET) = 760.70 FLOW LENGTH(FEET) = 61.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.78 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.74 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 7.31 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 251.00 = 61.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 251.00 TO NODE 906.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 760.70 DOWNSTREAM(FEET) = 745.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 250.00 CHANNEL SLOPE = 0.0628 CHANNEL FLOW THRU SUBAREA(CFS) = 24.74 FLOW VELOCITY(FEET/SEC) = 7.96 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 7.83 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 906.00 = 311.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 251.00 TO NODE 906.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.510 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5555 SUBAREA AREA(ACRES) = 2.07 SUBAREA RUNOFF(CFS) = 6.20 TOTAL AREA(ACRES) = 8.2 TOTAL RUNOFF(CFS) = 29.76 TC(MIN.) = 7.83 **************************************************************************** FLOW PROCESS FROM NODE 903.00 TO NODE 906.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.510 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4966 SUBAREA AREA(ACRES) = 13.22 SUBAREA RUNOFF(CFS) = 39.59 TOTAL AREA(ACRES) = 21.5 TOTAL RUNOFF(CFS) = 69.35 TC(MIN.) = 7.83 **************************************************************************** FLOW PROCESS FROM NODE 906.00 TO NODE 906.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.83 RAINFALL INTENSITY(INCH/HR) = 6.51 TOTAL STREAM AREA(ACRES) = 21.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 69.35 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 139.33 9.05 5.931 51.54 2 69.35 7.83 6.510 21.45 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) 1 189.92 7.83 6.510 2 202.50 9.05 5.931 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 202.50 Tc(MIN.) = 9.05 TOTAL AREA(ACRES) = 73.0 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 906.00 = 670.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 906.00 TO NODE 907.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 745.00 DOWNSTREAM(FEET) = 702.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1434.50 CHANNEL SLOPE = 0.0300 CHANNEL FLOW THRU SUBAREA(CFS) = 202.50 FLOW VELOCITY(FEET/SEC) = 10.19 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.35 Tc(MIN.) = 11.39 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 907.00 = 2104.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 906.00 TO NODE 907.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.111 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4655 SUBAREA AREA(ACRES) = 30.78 SUBAREA RUNOFF(CFS) = 72.37 TOTAL AREA(ACRES) = 103.8 TOTAL RUNOFF(CFS) = 246.90 TC(MIN.) = 11.39 **************************************************************************** FLOW PROCESS FROM NODE 907.00 TO NODE 907.00 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.) = 11.39 RAINFALL INTENSITY(INCH/HR) = 5.11 TOTAL STREAM AREA(ACRES) = 103.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 246.90 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 22.67 RAIN INTENSITY(INCH/HOUR) = 3.28 TOTAL AREA(ACRES) = 61.36 TOTAL RUNOFF(CFS) = 81.06 **************************************************************************** FLOW PROCESS FROM NODE 350.00 TO NODE 301.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.280 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4178 SUBAREA AREA(ACRES) = 1.73 SUBAREA RUNOFF(CFS) = 5.39 TOTAL AREA(ACRES) = 63.1 TOTAL RUNOFF(CFS) = 86.45 TC(MIN.) = 22.67 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 907.00 IS CODE = 31 (SD-3) ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 706.90 DOWNSTREAM(FEET) = 702.10 FLOW LENGTH(FEET) = 148.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.32 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 86.45 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 22.81 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 907.00 = 459.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 907.00 TO NODE 907.00 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.) = 22.81 RAINFALL INTENSITY(INCH/HR) = 3.27 TOTAL STREAM AREA(ACRES) = 63.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 86.45 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 246.90 11.39 5.111 103.77 2 86.45 22.81 3.266 63.09 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) 1 290.08 11.39 5.111 2 244.23 22.81 3.266 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 290.08 Tc(MIN.) = 11.39 TOTAL AREA(ACRES) = 166.9 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 907.00 = 2104.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 351.00 TO NODE 907.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.111 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4563 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 14.57 TOTAL AREA(ACRES) = 169.9 TOTAL RUNOFF(CFS) = 396.20 TC(MIN.) = 11.39 **************************************************************************** FLOW PROCESS FROM NODE 907.00 TO NODE 907.50 IS CODE = 31 (SD-5) ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 700.50 DOWNSTREAM(FEET) = 695.00 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 44.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 26.52 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 396.20 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 11.49 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 907.50 = 2254.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 907.50 TO NODE 907.50 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.) = 11.49 RAINFALL INTENSITY(INCH/HR) = 5.08 TOTAL STREAM AREA(ACRES) = 169.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 396.20 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.80 RAIN INTENSITY(INCH/HOUR) = 4.74 TOTAL AREA(ACRES) = 2.98 TOTAL RUNOFF(CFS) = 7.91 **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 907.50 IS CODE = 31 (SD-6) ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 709.00 DOWNSTREAM(FEET) = 705.00 FLOW LENGTH(FEET) = 101.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.59 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.91 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 12.96 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 907.50 = 560.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 907.50 TO NODE 907.50 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.) = 12.96 RAINFALL INTENSITY(INCH/HR) = 4.70 TOTAL STREAM AREA(ACRES) = 2.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.91 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 396.20 11.49 5.084 169.86 2 7.91 12.96 4.704 2.98 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) 1 403.21 11.49 5.084 2 374.49 12.96 4.704 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 403.21 Tc(MIN.) = 11.49 TOTAL AREA(ACRES) = 172.8 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 907.50 = 2254.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 907.50 TO NODE 907.60 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 695.00 DOWNSTREAM(FEET) = 680.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 262.00 CHANNEL SLOPE = 0.0573 CHANNEL FLOW THRU SUBAREA(CFS) = 403.21 FLOW VELOCITY(FEET/SEC) = 17.49 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 11.74 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 907.60 = 2516.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 907.50 TO NODE 907.60 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.014 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4582 SUBAREA AREA(ACRES) = 10.09 SUBAREA RUNOFF(CFS) = 23.27 TOTAL AREA(ACRES) = 182.9 TOTAL RUNOFF(CFS) = 420.31 TC(MIN.) = 11.74 **************************************************************************** FLOW PROCESS FROM NODE 907.60 TO NODE 907.60 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.) = 11.74 RAINFALL INTENSITY(INCH/HR) = 5.01 TOTAL STREAM AREA(ACRES) = 182.93 PEAK FLOW RATE(CFS) AT CONFLUENCE = 420.31 **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 6.74 RAIN INTENSITY(INCH/HOUR) = 7.17 TOTAL AREA(ACRES) = 0.69 TOTAL RUNOFF(CFS) = 2.08 **************************************************************************** FLOW PROCESS FROM NODE 650.00 TO NODE 601.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.171 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7172 SUBAREA AREA(ACRES) = 0.88 SUBAREA RUNOFF(CFS) = 6.00 TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 8.08 TC(MIN.) = 6.74 **************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 907.60 IS CODE = 31 (SD-7) ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 690.70 DOWNSTREAM(FEET) = 689.00 FLOW LENGTH(FEET) = 66.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.07 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.08 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 6.86 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 907.60 = 626.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 907.60 TO NODE 907.60 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.) = 6.86 RAINFALL INTENSITY(INCH/HR) = 7.09 TOTAL STREAM AREA(ACRES) = 1.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.08 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 420.31 11.74 5.014 182.93 2 8.08 6.86 7.089 1.57 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) 1 305.36 6.86 7.089 2 426.02 11.74 5.014 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 426.02 Tc(MIN.) = 11.74 TOTAL AREA(ACRES) = 184.5 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 907.60 = 2516.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 907.60 TO NODE 907.70 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 689.00 DOWNSTREAM(FEET) = 661.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 407.60 CHANNEL SLOPE = 0.0687 CHANNEL FLOW THRU SUBAREA(CFS) = 426.02 FLOW VELOCITY(FEET/SEC) = 19.50 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 12.09 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 907.70 = 2924.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 907.60 TO NODE 907.70 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.920 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4100 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4591 SUBAREA AREA(ACRES) = 4.97 SUBAREA RUNOFF(CFS) = 10.03 TOTAL AREA(ACRES) = 189.5 TOTAL RUNOFF(CFS) = 428.02 TC(MIN.) = 12.09 **************************************************************************** FLOW PROCESS FROM NODE 907.70 TO NODE 907.70 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.) = 12.09 RAINFALL INTENSITY(INCH/HR) = 4.92 TOTAL STREAM AREA(ACRES) = 189.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 428.02 **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 701.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.17 RAIN INTENSITY(INCH/HOUR) = 5.50 TOTAL AREA(ACRES) = 2.39 TOTAL RUNOFF(CFS) = 5.52 **************************************************************************** FLOW PROCESS FROM NODE 701.00 TO NODE 907.70 IS CODE = 31 (SD-8) ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 685.00 DOWNSTREAM(FEET) = 680.00 FLOW LENGTH(FEET) = 58.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.72 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.52 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 10.25 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 907.70 = 684.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 907.70 TO NODE 907.70 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.) = 10.25 RAINFALL INTENSITY(INCH/HR) = 5.47 TOTAL STREAM AREA(ACRES) = 2.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.52 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 428.02 12.09 4.920 189.47 2 5.52 10.25 5.474 2.39 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) 1 390.29 10.25 5.474 2 432.99 12.09 4.920 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 432.99 Tc(MIN.) = 12.09 TOTAL AREA(ACRES) = 191.9 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 907.70 = 2924.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 907.70 TO NODE 907.80 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 661.00 DOWNSTREAM(FEET) = 603.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 2413.50 CHANNEL SLOPE = 0.0237 CHANNEL FLOW THRU SUBAREA(CFS) = 432.99 FLOW VELOCITY(FEET/SEC) = 11.52 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.49 Tc(MIN.) = 15.58 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 907.80 = 5337.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 907.70 TO NODE 907.80 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.178 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4900 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4677 SUBAREA AREA(ACRES) = 77.98 SUBAREA RUNOFF(CFS) = 159.63 TOTAL AREA(ACRES) = 269.8 TOTAL RUNOFF(CFS) = 527.23 TC(MIN.) = 15.58 **************************************************************************** FLOW PROCESS FROM NODE 907.80 TO NODE 125.00 IS CODE = 31 (SD-9) ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 601.90 DOWNSTREAM(FEET) = 601.50 FLOW LENGTH(FEET) = 69.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 90.0 INCH PIPE IS 70.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.29 ESTIMATED PIPE DIAMETER(INCH) = 90.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 527.23 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 15.66 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 125.00 = 5406.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 800.00 TO NODE 801.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.13 RAIN INTENSITY(INCH/HOUR) = 4.66 TOTAL AREA(ACRES) = 8.13 TOTAL RUNOFF(CFS) = 15.93 **************************************************************************** FLOW PROCESS FROM NODE 850.00 TO NODE 801.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.665 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4431 SUBAREA AREA(ACRES) = 0.37 SUBAREA RUNOFF(CFS) = 1.64 TOTAL AREA(ACRES) = 8.5 TOTAL RUNOFF(CFS) = 17.57 TC(MIN.) = 13.13 **************************************************************************** FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 31 (SD-10) ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 661.30 DOWNSTREAM(FEET) = 640.70 FLOW LENGTH(FEET) = 486.00 MANNING'S N = 0.015 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.47 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.57 PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 13.84 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 802.00 = 5892.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 81 (SD-11) ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.510 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4488 SUBAREA AREA(ACRES) = 4.33 SUBAREA RUNOFF(CFS) = 8.98 TOTAL AREA(ACRES) = 12.8 TOTAL RUNOFF(CFS) = 25.97 TC(MIN.) = 13.84 **************************************************************************** FLOW PROCESS FROM NODE 851.00 TO NODE 802.00 IS CODE = 81 (SD-12) ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.510 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4975 SUBAREA AREA(ACRES) = 1.38 SUBAREA RUNOFF(CFS) = 5.91 TOTAL AREA(ACRES) = 14.2 TOTAL RUNOFF(CFS) = 31.88 TC(MIN.) = 13.84 **************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NODE 501.00 IS CODE = 31 (SD-13) ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 639.00 DOWNSTREAM(FEET) = 610.00 FLOW LENGTH(FEET) = 1170.00 MANNING'S N = 0.015 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.19 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.88 PIPE TRAVEL TIME(MIN.) = 1.74 Tc(MIN.) = 15.58 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 501.00 = 7062.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 501.00 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.) = 15.58 RAINFALL INTENSITY(INCH/HR) = 4.18 TOTAL STREAM AREA(ACRES) = 14.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.88 **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 26.90 RAIN INTENSITY(INCH/HOUR) = 2.94 TOTAL AREA(ACRES) = 266.46 TOTAL RUNOFF(CFS) = 337.48 **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 501.00 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.) = 26.90 RAINFALL INTENSITY(INCH/HR) = 2.94 TOTAL STREAM AREA(ACRES) = 266.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 337.48 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 31.88 15.58 4.177 14.21 2 337.48 26.90 2.937 266.46 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) 1 227.33 15.58 4.177 2 359.89 26.90 2.937 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 359.89 Tc(MIN.) = 26.90 TOTAL AREA(ACRES) = 280.7 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 501.00 = 7062.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 125.00 IS CODE = 31 (SD-14) ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 610.00 DOWNSTREAM(FEET) = 601.50 FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 34.30 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 359.89 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 26.95 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 125.00 = 7172.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 359.89 26.95 2.933 280.67 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 125.00 = 7172.60 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 527.23 15.66 4.164 269.84 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 125.00 = 5406.60 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 736.29 15.66 4.164 2 731.30 26.95 2.933 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 736.29 Tc(MIN.) = 15.66 TOTAL AREA(ACRES) = 550.5 **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 125.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.164 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4519 SUBAREA AREA(ACRES) = 1.21 SUBAREA RUNOFF(CFS) = 4.79 TOTAL AREA(ACRES) = 551.7 TOTAL RUNOFF(CFS) = 1038.15 TC(MIN.) = 15.66 **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 120.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 601.50 DOWNSTREAM(FEET) = 588.00 FLOW LENGTH(FEET) = 880.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 96.0 INCH PIPE IS 76.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 24.29 ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1038.15 PIPE TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 16.26 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 120.00 = 8052.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 120.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.063 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4535 SUBAREA AREA(ACRES) = 1.81 SUBAREA RUNOFF(CFS) = 6.99 TOTAL AREA(ACRES) = 553.5 TOTAL RUNOFF(CFS) = 1038.15 TC(MIN.) = 16.26 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 126.00 TO NODE 120.00 IS CODE = 81 (SD-16) ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.063 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4537 SUBAREA AREA(ACRES) = 14.96 SUBAREA RUNOFF(CFS) = 27.96 TOTAL AREA(ACRES) = 568.5 TOTAL RUNOFF(CFS) = 1048.08 TC(MIN.) = 16.26 **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 120.00 IS CODE = 81 (SD-17) ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.063 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4547 SUBAREA AREA(ACRES) = 104.50 SUBAREA RUNOFF(CFS) = 195.33 TOTAL AREA(ACRES) = 673.0 TOTAL RUNOFF(CFS) = 1243.40 TC(MIN.) = 16.26 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 673.0 TC(MIN.) = 16.26 PEAK FLOW RATE(CFS) = 1243.40 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS APPENDIX E PRELIMINARY INLET SIZING ES P O L A R O A D W I D E N I N G P R O J E C T Ru n o f f T i m e o f 1 0 0 - Y r , 6 - H r Dr a i n a g e 1 0 0 - Y e a r Co e f f C o n c e n t r a t i o n P r e c i p i t a t i o n Ar e a F l o w C Tc * P1 0 0 , 6 I A Q100 (m i n ) (i n ) ( i n / h r ) ( a c ) ( c f s ) A 0. 9 5 5. 0 3. 3 8 . 6 9 1 . 4 6 1 2 . 0 6 B 0. 9 5 5. 0 3. 3 8 . 6 9 1 . 2 7 1 0 . 4 9 C 0. 9 5 5. 0 3. 3 8 . 6 9 1 . 0 2 8 . 4 3 D 0. 9 5 5. 0 3. 3 8 . 6 9 2 . 0 6 1 7 . 0 2 E 0. 9 5 5. 0 3. 3 8 . 6 9 1 . 9 9 1 6 . 4 4 H 0. 9 5 5. 0 3. 3 8 . 6 9 0 . 3 4 2 . 8 1 F 0. 9 5 5. 0 3. 3 8 . 6 9 1 . 2 0 9 . 9 1 G 0. 7 5 5. 0 3. 3 8 . 6 9 0 . 5 9 3 . 8 5 * A s s u m e s a w o r s t - c a s e s c e n a r i o T c o f 5 - m i n u t e s . Su b a r e a ID PR E L I M I N A R Y 1 0 0 - Y R O N S I T E P E A K R U N O F F C A L C U L A T I O N S In t e n s i t y (F o r P r e l i m i n a r y I n l e t S i z i n g O n l y ) ESPOLA ROAD WIDENING POJECT Preliminary Curb Inlet Sizing RequiredUse Length of Length2 %Opening (ft)1 (ft) On-Grade3.00%12.060.330.4624.426USE > 1 INLET On-Grade3.00%8.000.330.4118.019SERIES INLET 1 On-Grade3.00%4.060.330.3410.612SERIES INLET 2 On-Grade3.00%8.600.330.4219.020 MAX CALC On-Grade 3.00%10.490.330.4422.224USE > 1 INLET On-Grade 3.00%7.500.330.4017.219SERIES INLET 1 On-Grade 3.00%2.990.330.31 8.410SERIES INLET 2 On-Grade 3.00%8.550.330.4119.020 MAX CALC On-Grade 4.50%8.430.330.4019.421USE > 1 INLET On-Grade 4.50%7.000.330.3716.918SERIES INLET 1 On-Grade 4.50%1.150.330.23 4.05SERIES INLET 2 On-Grade 4.50%8.150.330.3919.020 MAX CALC On-Grade 4.80%17.020.330.4038.740USE > 1 INLET On-Grade 4.80%6.020.330.3116.918SERIES INLET 1 On-Grade 4.80%5.500.330.3015.717SERIES INLET 2 On-Grade 4.80%5.500.330.3015.717SERIES INLET 3 On-Grade 4.80%6.900.330.3218.920 MAX CALC On-Grade 1.80%16.440.330.4434.836USE > 1 INLET On-Grade 1.80%7.000.330.3517.919SERIES INLET 1 On-Grade 1.80%4.720.330.3213.015SERIES INLET 2 On-Grade 1.80%4.720.330.3213.015SERIES INLET 3 On-Grade 1.80%7.550.330.3619.020 MAX CALC On-Grade 2.20%9.90.330.5118.420 On-Grade 2.20%10.40.330.5219.020 MAX CALC On-Grade 1.50%3.80.330.40 8.810 On-Grade 1.50%10.00.330.5218.320 MAX CALC On-Grade 1.00%2.80.330.39 6.68 On-Grade 1.00%10.00.330.5218.320 MAX CALC 1 From the equation:Q = 0.7 * L * (0.33+DEPTH)3/2 2 Length shown on plans is (Length of Opening + 1-ft) RequiredUse Length of Length2 %Opening (ft)1 (ft) SumpN\A38.00N\AN\A19.020 MAX CALC 1 From the equation:Q = L /2 2 Length shown on plans is (Length of Opening + 1-ft) E MAX H H MAX F D B-2 MAX B D-1 C-1 C-2 MAX C E-1 MAX D D-3 C A E-2 MAX A A-2 B B-1 Q100 (cfs) a (ft) y (ft) Type of Inlet Inlet ID Street Slope Comments Type of Inlet Inlet at Subarea Street Slope CommentsQ (cfs) a (ft) y (ft) E-3 A-1 MAX @ Sumps F MAX G G MAX D-2 E APPENDIX F PRELIMINARY STORM DRAIN PIPE SIZING ES P O L A R O A D W I D E N I N G P R O J E C T SD Ex i s t i n g No r m a l Ca p a c i t y Pr o p o s e d NormalCapacity Sl o p e SD Fl o w D e p t h Fu l l SD Flow DepthFull s* * Ma t e r i a l Yn Ma t e r i a l Yn (% ) ( i n ) (f t ) (f t ) ( % ) ( i n ) (f t ) (ft)(%) SD - 1 1 4 . 9 2 2 . 5 0 1 8 1. 5 C M P No t O K > 1 0 0 1 8 1. 5 R C P 1 . 1 1 7 4 SD - 2 2 4 . 7 4 1 0 . 0 0 1 8 1. 5 C M P No t O K > 1 0 0 1 8 1. 5 R C P 0 . 9 6 6 4 SD - 3 8 6 . 4 5 3 . 2 0 3 0 2. 5 C M P No t O K > 1 0 0 3 6 3. 0 R C P 1 . 8 9 6 3 SD - 4 7 . 3 0 * 1 . 0 0 1 8 1. 5 C M P No t O K > 1 0 1 1 8 1. 5 R C P 0 . 9 2 6 1 SD - 5 3 9 6 . 2 0 3 . 6 5 4 8 4. 0 C M P No t O K > 1 0 0 6 0 5. 0 R C P 3 . 3 9 6 8 SD - 6 7 . 9 1 1 . 0 0 1 8 1. 5 C M P No t O K > 1 0 0 1 8 1. 5 R C P 0 . 9 7 6 5 SD - 7 8 . 0 8 1 . 0 0 1 8 1. 5 C M P No t O K > 1 0 0 1 8 1. 5 R C P 0 . 9 9 6 6 SD - 8 5 . 5 2 1 . 0 0 1 5 1. 2 5 C M P 0 . 7 9 6 3 15 1. 2 5 R C P 0 . 8 9 7 1 0. 5 5 3 6 3. 0 C M P 96 x 7 2 8 x 6 R C B 4 . 9 7 8 3 0. 5 5 3 0 2. 5 C M P 30 2. 5 R C P 2 . 3 4 9 4 0. 5 5 3 0 2. 5 C M P 30 2. 5 R C P 2 . 3 4 9 4 SD - 1 0 1 7 . 5 7 3 . 8 5 2 0 x 2 8 1 . 6 7 x 2 . 3 3 C M P 1 . 3 5 5 8 18 1. 5 R C P 1 . 0 6 7 1 SD - 1 1 2 5 . 9 7 3 . 3 0 2 0 x 2 6 1 . 6 7 x 2 . 1 7 C M P 1 . 9 7 9 1 24 2. 0 R C P 1 . 1 5 5 8 SD - 1 2 5 . 9 1 1 . 0 0 2 4 2. 0 C M P 0 . 9 8 4 9 24 2. 0 R C P 0 . 7 0 3 5 SD - 1 3 3 1 . 8 8 2 . 7 5 CM P 24 2. 0 R C P 1 . 4 2 7 1 SD - 1 4 3 5 9 . 8 9 3 . 0 0 4 0 x 4 6 A r c h 3 . 3 3 x 3 . 8 3 A r c h C M P No t O K > 1 0 0 7 2 x 4 8 6 x 4 R C B 2 . 4 7 6 2 SD - 1 5 7 . 8 5 * 1 . 0 0 CM P 18 1. 5 R C P 0 . 9 7 6 5 SD - 1 6 1 0 4 8 . 0 8 2 . 1 0 CM P 90 7. 5 R C P 5 . 7 9 7 7 SD - 1 7 1 2 4 3 . 4 0 1 . 3 5 8 4 7. 0 C M P No t O K > 1 0 0 2 - 6 0 x 7 2 2 - 5 x 6 R C B 5 . 0 0 1 0 0 * N o t e : A l l 1 0 0 - Y e a r f l o w s o b t a i n e d f r o m A E S s o f t w a r e h y d r o l o g i c m o d e l o u t p u t , e x c e p t a t t h i s l o c a t i o n s . D a t a w a s o b t a i n e d f r o m t h e P r e l i m i n a r y I n l e t S i z i n g s p r e a d s h e e t s . ** N o t e : F o r s t o r m d r a i n p i p e s o f u n k n o w n s l o p e , a s l o p e o f 1 % w a s a s s u m e d . ^ N o t e : I n l i e u o f r e p l a c i n g e x i s t i n g s t o r m d r a i n w i t h R C P p i p e s , e x i s t i n g s t o r m d r a i n m a y b e c o n c r e t e l i n e d . PR E L I M I N A R Y S T O R M D R A I N P I P E S I Z I N G C A L C U L A T I O N S Fl o w Q1 0 0 (c f s ) Ex i s t i n g St o r m D r a i n Si z e St o r m Dr a i n ID 10 0 - Y e a r SD - 9 5 7 2 . 2 3 Pr o p o s e d St o r m D r a i n Si z e ^ No t O K > 1 0 0 N/ A N/ A - D i t c h N/ A - N o n e N/ A - O p e n C h a n n e l N/ A N/ A