The URL can be used to link to this page

Home My WebLink AboutCT 02-21; VILLAGES OF LA COSTA GREENS 1.12; TENTATIVE MAP DRAINAGE STUDY; 2003-01-16HUNSAKER &ASSOCL\TES RECEIVED FE3 1 8 2003 ECO, INC. PLANNING ENGINEERING SURVEYING IRVINE RIVERSIDE SAN DIEGO CITY OF CARLSBAD PLANNING DEPT. TENTATIVE MAP DRAINAGE STUDY for LA COSTA GREENS - PHASE 1 NEIGHBORHOODS 1.08 THROUGH 1.14 City of Carlsbad, California Prepared for: Real Estate Collateral Management Company c/o Morrow Development 1903 Wright Place Suite 180 Carlsbad, CA 92008 w.o. 2352-50 DAVE HAMMAR LEX WILLIMAN ALISA VIALPANDO DANA SEGUIN 10179 Huennekens St. San Diego, CA 92121 (858) 558-4500 PH (858) 558-1414 FX www.HunsakerSD.com lnfo@HunsakerSD.com Jantrary 16, 2003 Eric Mosolgo,4R.C.E. Water Resources Manager Hunsaker & Associates San Diego, Inc EM h:\reports\2352\050\a03.doc w.o. 2352-50 1/16/2003 10:19 AM La Costa Greens - Phase I (Neighborhoods 1.08 - 1.14) Tentative Map Drainage Study TABLE OF CONTENTS Chapter 1 - Executive Summary 1.1 Introduction 1.2 Summary of Existing Conditions ' 1.3 Summary of Proposed Development 1.4 Summary of Results 1.5 References SECTION Chapter 2 - Methodology - Treatment of First Flush Runoff 2.1 2.2 2.3 2.4 2.5 2.6 2.7 85"' Percentile, 24-Hour Rainfall Map Santa Barbara Unit Hydrograph (SBUH) Methodology Regional Water Quality Control Board Criteria Identification of Pollutants of Concern Design Criteria and Examples of Treatment Control BMPs Maintenance of Treatment Control BMPs Source Control BMPs Chapter 3 - Methodology - Rational Method Peak Flowrate Determination (Ultimate Conditions) III 3.1 3.2 3.3 3.4 Desiqn Rainfall Determination 100-Year, 6-Hour Rainfall Isopluvial Map 100-Year, 24-Hour Rainfall Isopluvial Map City of Carisbad Design Criteria Runoff Coefficient Determination Peak Intensity Determination Urban Watershed Overland Time of Flow Nomograph Natural Watershed Overland Time of Flow Nomograph Gutter and Roadway DischargeA/elocity Chart Manning's Equation Nomograph San Diego County Intensity-Duration Design Chart Model Development Summary (from San Diego County Hydrology Manual) EM h:\repoits\2352\0S0\a03.do<: w.o. 2352-50 1/16/2003 10:07 AM La Costa Greens - Phase I (Neighborhoods 1.08 - 1.14) Tentative Map Drainage Study SECTION Chapter 4 - Treatment of First Flush Runoff IV 4.1 Neighborhood 1.08 Treatment Unit BMP Location Map First Flush Runoff Calculations Sample Vortechs Treatment Control Device Sizing 4.2 Neighborhood 1.10 Treatment Unit BMP Location Map First Flush Runoff Calculations Sample CDS Treatment Control Device Sizing 4.3 Neighborhood 1.11 Treatment Unit BMP Location Map First Flush Runoff Calculations Sample CDS Treatment Control Device Sizing 4.4 Neighborhood 1.14 Treatment Unit BMP Location Map First Flush Runoff Calculations Sample CDS Treatment Control Device Sizing Chapter 5 - Rational Method Peak Flowrate V Determination (Ultimate Conditions) 5.1 100-Year Hydrologic Model for Neighborhoods 1.08, 1.09 & 1.12 5.2 100-Year Hydrologic Model for Neighborhood 1.10 5.3 100-Year Hydrologic Model for Neighborhood 1.11 5.4 100-Year Hydrologic Model for Neighborhoods 1.12, 1.13 & 1.14 Chapter 6 - Developed Condition Hydrology Map for Neighborhoods 1.08,1.09 & 1.12 VI Chapter 7 - Developed Condition Hydrology Map for Neighborhood 1.10 Vll Chapter 8 - Developed Condition Hydrology Map for Neighborhood 1.11 Vlll Chapter 9 - Developed Condition Hydrology Map for Neighborhood 1.12,1.13 & 1.14 IX EM Ii:\reports\2352\050\a03.doc w.o. 2352-50 1/16/2003 10:07 AM La Costa Greens - Phase I (Neighborhoods 1.08-1.14) Tentative Map Drainage Study EXECUTIVE SUMMARY Introduction La Costa Greens Phase I consists of proposed Neighborhoods 1.08 through 1.14. The site area is located north of Alga Road, south ofthe proposed extension of Poinsettia Lane, and east of the La Costa Golf Course in the City of Carlsbad, California (see Site Location Map). The proposed alignment of Alicante Road will bisect the Phase I site area. Located on a currently undeveloped site, the proposed La Costa Greens Phase I development will discharge runoff to an unnamed tributary of San Marcos Creek. The tributary flows in a southerly direction along the site boundary with the La Costa Golf Course west of the development. This report analyzes first flush and 100-year peak runoff rates from the proposed La Costa Greens Phase I site as well as offsite peak runoff flows conveyed through the developed site area. Three existing drainage studies have been prepared for the site area and are on file at the City of Carlsbad. • "Hydrology & Hydraulic Study - La Costa Greens Phase 1"; O'Day Consultants; May 25, 2002. • "Application for FEMA Conditional Letter of Map Revision (CLOMR) for Tributary Channels of San Marcos Creek with Proposed La Costa Greens Development"; Howard H. Chang Consultants; August 2002. • "Hydrology and Hydraulic Studies for La Costa Greens in Carlsbad"; Howard H. Chang Consultants; August 1998. The Chang studies show that the construction of a proposed detention basin upstream of the Alicante Road crossing Gust north of Neighborhood 1.08) would mitigate 100-year post-developed flows from the entire La Costa Greens site below pre-development conditions. Per City of Carlsbad design criteria, the Rational Method should be used to determine peak design flowrates when the contributing drainage area is less than 0.5 square miles. Since each ofthe proposed storm drain systems in this analysis have contributing watershed areas less than 0.5 square miles, the Modified Rational Method (Advanced Engineering System - AES software) was used to predict peak design flowrates in this analysis. Methodology used for the computation of design rainfall events, runoff coefficients, and time of concentration values are consistent with criteria set forth in the "San Diego County Hydrology Manual." EM h:\repan5\23S2\050\a03.(loc w.o. 2352.50 1/1S/2003 9:22 AM LA COSTA GREENS POST-CONSTRUCTION SITE LOCATION EXHIBIT FLOW-BASED BMP FOR NEIGHBORHOOD 1.13,1.14, PORTION OF 1.12, AND AUCANTE ROAD Ri\0326\8,Hycl\Si-te Location Map 8,5xll.dwg[ 2058]Jan-16-2003i09i44 La Costa Greens - Phase I (Neighborhoods 1.08 Tentative Map Drainage Study 1.14) Per Regional Water Quality Control Board design criteria, storm water quality treatment must be provided for all runoff originating from the 85th percentile, 24-hour first flush design event. The Santa Barbara Unit Hydrograph method for small urban watersheds was used to determine the peak runoff rates and volumes associated with the first flush rainfall. Summarv of Existina Conditions Natural runoff from the undeveloped site area flows in a westerly direction to the unnamed tributary of San Marcos Creek, which flows in a southerly direction just west ofthe Phase I development area. Runoff from the adjacent residential development to the east currently drains through the Phase I site area en route to the unnamed San Marcos Creek tributary. Peak flow data from the adjacent development, summarized in Table 1 below, was taken from the referenced O'Day report. TABLE 1 - Offsite Runoff to Phase I Site Area Inflow Location Drainage Area (acres) 100-Year Peak Flow (cfs) 1.08 14 26 1.12 79 130 1.12 19 34 1.13 13 26 Based upon data contained in the "San Diego County Hydrology Manual," the existing condition runoff coefficient for the Phase I site area is 0.35. Summarv of Proposed Development All runoff from the developed condition La Costa Greens Phase I site will drain to the unnamed tributary of San Marcos Creek. Development ofthe site will not cause any diversion to or from the existing condition watershed. EM h:\reports\23S2\050\a03.doc w.o. 2352-50 1/16/2003 9:22 AM La Costa Greens - Phase I (Neighborhoods 1.08 -1.14) Tentative Map Drainage Study Development ofthe site will include the construction of single-family units along with the associated streets, sidewalks, and internal storm drainage systems. Runoff from the developed site area will be collected and conveyed via one of four (4) proposed storm drain systems, which are described in Table 2 below. TABLE 2 - Storm Drain System Summaries Outlet Location System Contributing Neighborhoods Receiving System 1.08 1.08,1.09,1.12-North & Offsite Alicante Road Storm Drain 1.10 1.10 Unnamed Tributary of San Marcos Creek 1.11 1.11 SDG&E Easement 1.14 1.12-South, 1.13,1.14 & Offsite Alga Road Storm Drain Runoff from Neighborhoods 1.08, 1.09, the northern portion of Neighborhood 1.12, and a portion of Alicante Road will drain to the previously designed culvert crossing at Alicante Road just north of Neighborhood 1.08. Offsite runoff from the adjacent residential development to the east of the Phase I site will also be conveyed in this storm drain system. Runoff from Neighborhood 1.10 will discharge in an outfall location just east ofthe unnamed tributary of San Marcos Creek. Runoff from Neighborhood 1.11 will discharge to a natural channel in the SDG&E easement. Runoff from Neighborhoods 1.13, 1.14, the southern portion of Neighborhood 1.12, and a portion of Alicante Road will discharge to the existing Alga Road storm drain system. Offsite runoff from the adjacent development to the east of the Phase I site will be conveyed in the storm drain system as well. EM h:\repoits\2352\050\a03.dac w.o. 2352-50 1/16/2003 9:22 AM La Costa Greens - Phase I (Neighborhoods 1.08 -1.14) Tentative Map Drainage Study Developed condition runoff coefficients were determined based upon data contained within Table 3-1 in the "San Diego County Hydrology Manual." TABLE 3 - Runoff Coefficient Determination Neighborhood Dwelling Unife per Acre Runoff Coefficient 1.08 <2.9 0.49 1.09 <4.3 0.52 1.10 <2.0 0.46 1.11 <4.3 0.52 1.12 <2.0 0.46 1.13 <7.3 0.57 1.14 <4.3 0.52 Flow-based treatment control Best Management Practices have been proposed in the each ofthe four (4) storm drain systems prior to discharge to the receiving drainage system. These BMPs have been sized to treat runoff from the first flush runoff event while bypassing higher flows to the discharge location. Post- construction BMP methodology is presented in Chapter II ofthis report. Summarv of Results Table 4 below summarizes developed condition drainage areas and resultant lOO- year peak flowrates at the four (4) storm drain discharge locations. Per San Diego County rainfall isolpluvial maps, the design 100-year rainfall depth for the site area is 2.7 inches. TABLE 4 - Summary of Developed Peak Flows Outlet Location Drainage Area (acres) 100-Year Peak Flow (cfs) 1.08 225 327 1.10 34 44 1.11 11 15 1.14 75 126 Peak flowrates listed above were generated based on criteria set forth in "San Diego County Hydrology Manual" (methodology presented in Chapter III ofthis report). Rational Method output is located in Chapter V. Table 5 below summarizes the post-construction BMP sizing. The recommended treatment unit (or approved equivalent treatment unit) has been designed so that the EM Ii:\reports\2352\050\a03.doc w.o. 2352-50 1/16/2003 9:22 AM La Costa Greens - Phase I (Neighborhoods 1.08 - 1.14) Tentative Map Drainage Study runoff from the 85th percentile, 24-hour design storm is forced into the treatment unit. Per the County of San Diego's 85th percentile, 24-hour rainfall nomograph, the design rainfall for the site area is 0.63 inches. TABLE 5 - BMP Sizing Outlet Location Treatment Flow Recommended Unit Unit Treatment Capacity 1.08 3.3 cfs Vortechs 3000 - Offline 4.5 cfs 1.10 1.2 cfs CDS 20-25 - Inline 1.6 cfs 1.11 0.5 cfs CDS 20-20 - Inline 1.0 cfs 1.14 3.3 cfs Vortechs 3000 - Offline 4.5 cfs Calculations pertaining to BMP sizing are located in Chapter IV of this report. At each ofthe two (2) proposed storm drain outfalls to a natural watercourse, energy dissipators will be designed in accordance with San Diego County regional standards to prevent channel erosion. Storm drain facilities conveying runoff to the four (4) storm drain outlet locations will be sized to accommodate peak developed condition flows corresponding to the 100-year design stonn, per City of Carlsbad design criteria. EM li:\reports\2352>0S0\a03.doc w.o. 2352-50 1/16/2003 9:22 AM La Costa Greens - Phase I (Neighborhoods 1.08-1.14) Tentative Map Drainage Study References "Hydrology & Hydraulic Study - La Costa Greens Phase 1"; O'Day Consultants; May 25, 2002. "Application for FEMA Conditional Letter of Map Revision (CLOMR) for Tributary Channels of San Marcos Creek with Proposed La Costa Greens Development'; Howard H. Chang Consultants; August 2002. "Hydroiogy and Hydraulic Studies for La Costa Greens in Carlsbad'; Howard H. Chang Consultants; August 1998. "Standards for Design and Construction of Pubiic Works Improvements in the City of Carlsbad"; City of Carlsbad, California; April 1993. "San Diego County Hydmlogy Manual - DRAFT;" County of San Diego Department of Public Works - Flood Control Section; September 2001. "Order No. 2001-01, NPDES No. CAS0108758 - Waste Discharge Requirements for Discharges of Urban Runoff from the Municipal Separate Stonv Sewer Systems (MS4s) Draining the Watersheds ofthe Countyof San Diego, the Incorporated Cities of San Diego County, and San Diego Unified Port District; California Regional Water Quality Control Board - San Diego Region; February 21, 2001. "Model Standard UriDan Stonv Water Mitigation Plan for San Diego County, Port of San Diego, and Cities in San Diego County," June 2002. "CDS Stom? Water Pollution Control Technical Manuaf; CDS Technologies; Revised April 2001. "Vortechnics Storm Water Treatment System Manuaf; Vortechnics; Revised May 2000. "Preliminary Data Summary of Urban Runoff Best Management Practices;" United States Environmental Protection Agency; August 1999. EM li:\repoitsV2352\050\a03.doc w.o. 2352-50 1/16/2003 9:22 AM La Costa Greens - Phase I (Neighborhoods 1.08-1.14) Tentative Map Drainage Study CHAPTER 2 - METHODOLOGY TREATMENT OF FIRST FLUSH RUNOFF 2.1 - 85'" Percentile, 24-Hour Rainfall Map EM li:\reports\2352\0S0\a03.doc w.o. 2352-50 1/16/2003 10:07 AM OCEANSIDE Station FNQNTEAS La Costa Greens - Phase 1 (Neighborhoods 1.08-1.14) Tentative Map Drainage Study CHAPTER 2 - METHODOLOGY TREATMENT OF FIRST FLUSH RUNOFF 2.2 - Santa Barbara Unit Hydrograph (SBUH) Methodology EM li:\repoi1sU3S2\050Ml03.doc w.o. 2352-50 1/16/2003 10:07 AM 2.2 - Santa Barbara Urban Hvdrograph Method (SBUH) The Santa Barbara Urban Hydrograph Method (SBUH) was developed by James Stubchaer of the Santa Barbara County (California) Flood Control and Water Conservation District. The SBUH Method has many similarities to the SCS Unit Hydrograph Method. Both methods use the same SCS curve numbers, runoff equation, and rainfall distributions. However, the SBUH Method does not utilize a unit hydrograph or the convolution process. Simply stated, the SBUH Method is a routing of an instantaneous runoff hydrograph (rainfall excess) through an imaginary linear reservoir. The basic SBUH runoff procedure is as follows: 1) Compute the instantaneous hydrograph: Ttie storm is divided into equal time increments (dt). At each increment, the SCS Runoff Equation is used to determine the precipitation excess. The difference between the successive values represents the Instantaneous runoff at that point in time. 2) Compute the runoff hydrograph: The runoff hydrograph is obtained by routing the instantaneous hydrograph through an imaginary reservoir with a time delay equal to the time of concentration. The following equation is used to estimate the routed flow at each point in time: Qa = Qi + w [ li + I2 - 2 Ql ] dt where w = 2 Tc + dt Qi, Q2 = Runoff at beginning and end of inten/al dt (cfs) ll, I2 = Instantaneous runoff at beginning and end of interval dt (cfs) dt = Calculation time increment (minutes) Tc = Time of concentration (minutes) w = Routing Coefficient The SBUH Method was developed for "urban" waterstieds and its application to non- urban areas is not well established. For small urban areas, however, the SBUH Method produces adequate results and is usually more appropriate than the SCS Unit Hydrograph Method, since the SCS methods are empirically based on non-urban areas. References: 1. "National Engineering Handbook, Hydrology, Section 4, Supplement A", U.S. Soil Conservation Service 2. "The Santa Barbara Urban Hydrograph Method", James M. Stubchaer, F. ASCE La Costa Greens - Phase I (Neighborhoods 1.08-1.14) Tentative Map Drainage Study CHAPTER 2 - METHODOLOGY TREATMENT OF FIRST FLUSH RUNOFF 2.3 - Regional Water Quality Control Board Criteria EM li:\reports\23S2\050\a03.doc w.o. 2352-50 1/16/2003 10:07 AM 2.3 - Regional Water Qualitv Control Board Criteria All runoff conveyed in the proposed storm drain systems will be treated in compliance with Regional Water Quality Control Board regulations and NPDES criteria prior to discharging to natural watercourses. California Regional Water Quality Control Board Order No. 2001-01, dated Febmary 21, 2001, sets waste discharge requirements for discharges of urban mnoff from municipal stonn separate drainage systems draining the watersheds of San Diego County. Per the RWQCB Order, post-development mnoff from a site shall not contain pollutant loads which cause or contribute to an exceedance of receiving water quality objectives or which have not been reduced to the maximum extent practicable. Post-constmction Best Management Practices (BMPs), which referto specific stonn water management techniques that are applied to manage construction and post-construction site mnoff and minimize erosion, include source control - aimed at reducing the amount of sediment and other pollutants - and treatment controls that keep soil and other pollutants onsite once they have been loosened by storm water erosion. Post constmction pollutants are a result ofthe urban development ofthe property and the effects of automobile use. Runoff from paved surfaces can contain both sediment (in the fonn of silt and sand) as well as a variety of pollutants transported by the sediment. Landscape activities by homeowners are an additional source of sediment. Most harmful pollutants accumulate within three feet of the curb. Many of these pollutants adhere to fine materials, thus avoiding removal by old-time street-sweepers. Harmful pollutants are also present in high concentrations in urban "hot spots" such as automotive, cleaning, or servicing shops. Another source of stonn water pollution is agricultural operations. All structural BMPs shall be located to infiltrate, filter, or treat the required mnoff volume or flow (based on first flush rainfall) prior to its discharge to any receiving watercourse supporting beneficial uses. The BMPs will be designed to reduce toxin, nutrient and/or sediment loading of the first flush from the proposed development. All grading operations for which a permit is required are subject to periodic inspection and monitoring. Volume-based BMPs shall be designed to mitigate the volume of runoff produced from a 24-hour 85"^ percentile stomri event, as detennined from the local historical rainfall record. The approximate average for San Diego County is 0.6 inch. Such basins are usually designed to store the first flush runoff event below the principle spillway elevation (riser, weir, etc.) while providing a means for low flow dewatering. Outlet structures will be designed to convey mnoff from the 100-year frequency storm to the basin. Flow-based BMPs shall be designed to mitigate the maximum flowrate of runoff produced from a rainfall intensity of 0.2 inch per hour. Such basins utilize either mechanical devices (such as vaults that produce vortex effects) or non-mechanical devices (based on weir hydraulics and specially designed filters) to promote settling and removal of pollutants from the runoff. La Costa Greens - Phase I (Neighborhoods 1.08-1.14) Tentative Map Drainage Study CHAPTER 2 - METHODOLOGY TREATMENT OF FIRST FLUSH RUNOFF 2.4 - Identification of Pollutants of Concern EM Ii:\repoits\2352\050\a03.doc w.o. 2352-50 1/16/2003 10:07 AM Section 2.4 - Identification of Pollutants of Concern Urban mnoff from a developed site has the potential to contribute pollutants, including oil and grease, suspended solids, metals, gasoline, pesticides, and pathogens to the stonn water conveyance system and receiving waters. For the purposes of identifying pollutants of concem and associated stonn water BMPs, pollutants are grouped in the following general categories: Sediments are soils or other surface materials eroded and then transported or deposited by the action of wind, water, ice, or gravity. Sediments can increase turbidity, clog fish gills, reduce spawning habitat, smother bottom dwelling organisms, and suppress aquatic vegetative growth. Nutrients are inorganic substances, such as nitrogen and phosphorous. They commonly exist in the form of mineral salts that are either dissolved or suspended In water. Primary sources of nutrients in urban runoff are fertilizers and eroded soils. Excessive discharge of nutrients to water bodies and streams can cause excessive aquatic algae and plant growth. Such excessive production, refen-ed to as cultural eutrophication, may lead to excessive decay of organic matter in the water body, loss of oxygen in the water, release of toxins in sediment, and the eventual death of aquatic organisms. Metals are raw material components in non-metal products such as fuels, adhesives, paints and other coatings. Metals of concem include cadmium, chromium, copper, lead, mercury, and zinc. At high concentrations, metals can be toxic to aquatic life. Organic Compounds are carbon-based and commonly found in pesticides, solvents, and hydrocarbons. Organic compounds can, at certain concentrations, constitute a health hazard. Dirt, grease, and grime retained in cleaning fluid or rinse water may also adsorb levels of organic compounds that are harmful or hazardous to aquatic life. Trash & Debris, such as paper, plastic, leaves, grass cuttings, and food waste, may have a significant impact on the recreational value of a water body and aquatic habitat. Excess organic matter can create a high biochemical oxygen demand in a stream and thereby lower its water quality. In areas where stagnant water is present, the presence of excess organic matter can promote septic conditions resulting in the growth of undesirable organisms and the release of odorous and hazardous compounds such as hydrogen sulfide. Oxygen-Demanding Substances include biodegradable organic material as well as chemicals that react with dissolved oxygen in water to form other compounds. Compounds such as ammonia and hydrogen sulfide are examples of oxygen-demanding compounds. The oxygen demand of a substance can lead to depletion of dissolved oxygen in a water body and possibly the development of septic conditions. Oil and Grease are characterized as high high-molecular weight organic compounds. Primary sources of oil and grease are petroleum hydrocarbon products, motor products from leaking vehicles, oils, waxes, and high-molecular weight fatty acids. Elevated oil and grease content can decrease the aesthetic value of the water body, as well as the water quality. La Costa Greens - Phase I (Neighborhoods 1.08-1.14) Tentative Map Drainage Study CHAPTER 2 - METHODOLOGY TREATMENT OF FIRST FLUSH RUNOFF 2.5 - Design Criteria and Examples of Treatment Control BMPs EU h:\reports\2352V050\a03.doc w.o. 2352-50 1/16/2003 10:07 AM 2.5 Design Criteria and Examples of Treatment Control BIVIPs Storm water quality treatment (pollutant removal) will be attained either by flow-based methods or by volume-based water quality basins, depending on the tributary area of the storm drain system and space constraints. Treatment control (structural) BMPs are engineered system design and constmcted to remove pollutants from urban runoff by simple gravity settling of particulate pollutants, filtration, biological uptake, media absorption, or any other physical, biological, or chemical process. Volume-based BMPs shall be designed to mitigate the volume of runoff produced from a 24-hour 85* percentile stonn event, as determined from the local historical rainfall record. The approximate average for San Diego County is 0.6 inch. Such basins are usually designed to store the first flush mnoff event below the principle spillway elevation (riser, weir, etc.) while providing a means for low flow dewatering. Outlet structures will be designed to convey mnoff from the 100-year frequency storm to the basin. Volume-based BMPs will be designed as extended duration storm water quality basins, which will collect the first flush mnoff volume and retain it in the basin for a period of 24- 48 hours. The first flush mnoff volume, contained below the overflow elevation of the basin riser, will be slowly discharged from the treatment control basins via low flow orifices in the basin riser (one of which will be located at the bottom elevation of the basin). After passing through the riser, an outlet pipe will dewater the basin and discharge runoff to the natural drainage course downstream. Runoff in excess of the first flush runoff volume will bypass the basin via either a large diameter riser opening or trapezoidal weir. Natural drainage courses downstream of the outlet will be protected from erosive velocities with appropriately designed velocity control structures, such as riprap aprons or energy dissipator structures. Extended duration stonn water quality wet basins typically remove roughly 75 percent of the total suspended solids and reduce the resuspension of solids. Nutrient removal in such basins is increased by algal uptake/settling. The 24-48 hour dewatering time provides for added downstream channel protection (especially for small rainfall events) and increased residence time in the basin. Proper maintenance is required to insure optimum performance of the basins. General BMP inspections should check for stmctural integrity of the riser, debris and litter removal to prevent blockage of outlet orifices, etc. Fencing should be provided at the top of the basins to serve as protection to the public from the safety hazards inherent with standing water in the basin. Flow-based BMPs shall be designed to mitigate the maximum flowrate of mnoff produced from a rainfall intensity of 0.2 inch per hour. Such basins utilize either mechanical devices (such as vaults that produce vortex effects) or non-mechanical devices (based on weir hydraulics and specially designed filters) to promote settling and removal of pollutants from the runoff. Examples of flow-based BMPs include the devices designed by Vortechnics Engineered Stomn Water Products. The Vortechs Stomri Water Treatment System is designed to efficiently remove grit, contaminated sediments, metals, hydrocarbons and floating contaminants from surface mnoff. Combining swirl-concentrator and flow-control technologies to eliminate turbulence within the system, the Vortechs System ensures the effective capture of sediment and oils and prevents resuspension of trapped pollutants for flows up to 25 cfs. Other features of the Vortechs Systems include the following: • Large capacity system provides an 80 percent net annual Total Suspended Solids (TSS) removal rate • Unit is installed below grade • Low pump-out volume and one-point access reduce maintenance costs • Design prevents oils and other floatables from escaping the system during cleanout The tangential inlet to the system creates a swirling motion that directs settleable solids into a pile towards the center of the grit chamber. Sediment is caught in the swirling flow path and settles back onto the pile after the storm even is over. Floatables entrapment is achieved by sizing the low flow control to create a rise in the water level of the tank that is sufficient to just submerge the inlet pipe in the 2-month stonn. Another example of flow-based BMPs include the devices designed by CDS Technologies. The Continuous Deflective Separation (CDS) storm water pollution control devices are designed for the sustainable removal and retention of suspended solids and floatables from stonn water. CDS technology utilizes a non-blocking, non-screening process to remove pollutants from storm water flow. According to CDS information, the units captures fine sands and solids and are capable of removing more than 80 percent of annual total suspended solids from storm water. Additionally, CDS units are reported to remove 100 percent of floatables as well the following: 100% of all particles in the storm water equal to or greater than one-half the size of the screen opening 93% of all particles equal to or greater than one-third the size of the screen opening 53% of all particles equal to or greater than one-fifth the size of the screen opening With the addition of sorbents, along with a conventional oil baffle, the pennanent capture efficiency of oil and grease is between 80 and 90 percent. Once pollutants are captured in a CDS unit, they cannot escape. CDS units have a large flow range, treafing design flows from 0.7 to 300 cfs. Pre-cast concrete units can handle flows up to 64 cfs. Standard CDS units have no moving parts (they are gravity-driven by the hydraulic energy in the storm water flow)), require no power or supporting infrastructure, and according to CDS information will not clog. Screen and supporting hardware are made of stainless steel and designed to resist corrosion. The units are installed below ground. CDS units have large sump capacifies relative to their design fiows and only need to be cleaned out with a standard vactor tmck one to four fimes per year. This operafion eliminates workers' exposure to materials captured in the units. Another example of a flow-based BMP is a grass-lined swale. Designed to trap pollutants through filtrafion, grassy swales have the following basic requirements: • Contributing drainage area < 10 acres • Serves areas with soil groups C or D (A or B with liners) • Maximum maintained side slopes = 4:1 • Water application rate = peak flow rate from water quality design stonn Per the City of Portland, Oregon Stonnwater Management Manual (September 2000), the swale width and profile shall be designed to convey the water quality design storm event as follows: Maximum design depth = 0.33 foot Maximum design velocity = 0.9 foot per second Hydraulic residence fime > 9 minutes Minimum longitudinal slope = 1.5 percent Maximum longitudinal slope = 5 percent For longitudinal slopes > 5 percent, use check dams Use Manning "n" value of 0.25 Minimum swale length = 100 feet A minimum of 1 foot of freeboard above the standard stomn design water surface shall be provided for facilities not protected by high-flow diversion devices. Velocity through the facility shall not exceed 3 feet per second during the high-flow events. The swale shall incorporate a flow-spreading device at the inlet. The flow spreader shall provide a uniform flow distribution across the swale bottom. In swales with a bottom width greater than 8 feet, a flow spreader shall be installed at least every 100 feet. To minimize flow channelization, the swale bottom shall be smooth, with uniform longitudinal slope, and with a minimum bottom width of 4 feet. Check dams may need to be installed to reduce flow channelizafion. Woody or shrubby vegetafion shall not be planted in the active treatment area of the swale. Grasses shall be established as soon as possible after the swale is completed. Grasses shall be seeded within 2 days. The initial rate of applicafion shall be 5 pounds of see mix per 1,000 square feet, or as approved by the City. Stomn events exceeding the water quality design stomn shall be directed around the water quality swale. GENERAL DESCRIPTION OF UNIT HIGH FLOW BYPASS — CONVEYANCE CONDUIT SEPARATION SCREEN SEPARATION CHAMBER •WEIR BOX- INLET DIVERSION WEIR FLOW i CONVEYANCE ^ CONDUIT OUTLET CONTROL WEIR CDS OUTLET PLAN VIEW (RIGHT HAND UNIT) TECHNOLOGIES GENERAL DESORIPTION OF UNIT INLET DIVERSION WEIR EXISTING GRADE-HIGH FLOW BYPASS CONVEYANCE CONDUIT SEPARATION CHAMBER CONVEYANCE CONDUIT SEPARATION SCREEN SUMP ELEVATION 0>5 TECHNOLOGIES Sro r m w a e r Treatment System The Vortechs Stormwater Treatment System, a major advancement in oil and grit separator technology, efficiently removes grit, contami- nated sediments, metals, hydrocarbons and floating contaminants from surface runoff. The Vortechs System's innovative design combines swirl-concentrator and flow-control technologies to optimize treatment efficiency. These features ensure effective capture of sediment and oils, and prevent resuspension of trapped pollutants - even at flow rates of up to 25 cfs. • Large system capacity provides an 80% net annual TSS removal rate • Installs below grade, minimizing land use • Custom-built of precast concrete near the job site • Low pump-out volume and one-point access reduce maintenance costs • Unique design prevents oils and other float- ables from escaping the system during cleanout Vortechs Systems may be used in a wide range of water-quality improvement applications, including: Wetlands/Waterfront Protection Retail Development Industrial Sites Municipal Improvements Commercial Development Transportation Facilities Existing Site Retrofits Flow Contral 1 I V It ' "We have worked with Vortechnics on at least a dozen stormwater management plans for some of our largest corporate clients. Their efficient turnaround on our requests for technical support and CADD drawings has expedited the permitting process for our clients. We turn to Vortechnics when we need innovative stormwater solutions." - Lawrence iVIarsigiio, RE. Senior Civil Engineer, Barai<os-Landino, inc. Plan View 1 lm •GritChamber °<^^^^f^/„ Flow Control Baffle Wall Chamber EievatLion View: DrT-Weather GritChamber The swirling motion created by the tangential inlet directs settleable solids toward the center of this chamber. Sediment is caught in the swirljng flow path and settles back onto the pile after the storm event is over. Oil Chamber & Baffle Wall The center baffle traps floatebles in the oil chamber, even during clean- out. Highly resistant to flow surges. Flow Control Chamber The weir and orifice flow controls: 1) Raise level and volume in the system as flow rate increases; and 2) gradually drain the system as flow rate subsides. I ml «u P ] m \ 1) Initial Wet Weather Phase During a two-month storm event the water level begins to rise above the top of the inlet pipe. This influent control feature reduces turbulence and avoids resuspension of pollutente. iiv. m 2) Transition Phase As the inflow rate increases above the controlled outflow rate, the tank fills and the floating conteminant layer accu- mulated from past storms rises. Swirling action increases at this stege, while sediment pile remains steble. 3) Full Capacity Phase When the high-flow outlet approaches full discharge, storm drains are fiowing at peak capacity. The Vortechs System is designed to match your design storm flow and provide treat- ment throughout the range of storm evente without bypass- ing. To accommodate very high flow rates, Vortechnics can assist designers with configuring a peak-flow bypass. 4) Storm Subsidence Phase/Cleaning Treated runoff is decanted at a controlled rate, restoring ttie water level to a low dryweather volume and revealing a conical pile of sediment. The low water level facilitetes inspection and cleaning, and significantly reduces maintenance coste. The system's central baffle prevente transfer of floatebles to the outlet during cleaning or during the next storm. La Costa Greens - Phase I (Neighborhoods 1.08 - 1.14) Tentative Map Drainage Study CHAPTER 2 - METHODOLOGY TREATMENT OF FIRST FLUSH RUNOFF 2.6 - Maintenance of Treatment Control BMPs EM Ii:\reports\2352\050\a03.doc w.o. 2352-50 1/16/2003 10:07 AM 2.6 - Maintenance of Treatment Controi BMPs Maintenance of the site BMPs will be the responsibility of the Homeowners Association. A maintenance plan should be developed to include the following infomnation: • Specification of routine and non-routine maintenance activities to be performed • A schedule for maintenance activities • Name, qualifications, and contact infomnafion for the parties responsible for maintaining the BMPs BMP inspections will be perfonned before and afl:er storm events and once each 24-hour period during extended storm events to identify BMP effectiveness. Depending on field condifions, design changes or repairs should be implemented as soon as feasible. For proper maintenance to be perfonned, the stonn water treatment facility must be accessible to both maintenance personnel and their equipment and materials. Amenifies such as depressed curbs, hand and safety rails, gates, access roads and manholes expedite both inspection and maintenance efforts and help to reduce costs and improve efficiency. The use of strong, durable and non-con-oding materials can greatly expedite maintenance efforts. These include strong, lightweight metals (orifice and weir plates), reinforced concrete for outlet structures and headwalls, disease resistant vegetation for channel bottoms and side slopes, and durable rock for gabions and riprap lining. A variety of contaminants that may be classified as hazardous or toxic may enter stomn water management systems. These contaminants include heavy metals, petroleum hydrocarbons, pesticides, and a variety of organic chemicals. Federal and state laws may apply to the disposal of sediments that are captured in these stomn water systems. Inlet cleaning, ditch clearing, and street-sweeping are examples of other commonly used maintenance practices. Maintenance of Volume-Based Basins - Extended Detention Basins Factors that affect the operafional perfonnance of a volume-based extended detention ponds include mowing, control of pond vegetafion, removal of accumulated bottom sediments, removal of debris from all infiow and outflow structures, unclogging of orifice perforafions, etc. Periodic inspections should be performed following each significant stomn. These basins should be inspected at least twice a year to evaluate facility operation. Grass areas in and around these basins should be mowed at least twice annually to limit vegetafion height to 18 inches. Accumulated sediment should be removed from the lower stage of the basin when sediment volume exceeds 20 percent of the sediment accumulafions zone or when inlet or oufiet stmctures become impaired. Sediment should be cleared from the sedimentation chamber at least once every 10 years. Maintenance of Flow-Based Treatment Units Flow-based storm water treatment devices should be inspected periodically to assure their condifion to treat anficipated mnoff. Soon after installafion, the condifion of the unit should be checked after every mnoff event for the first 30 days. Proper inspection includes a visual observafion to ascertain whether the unit is funcfioning properly and measuring the amount of deposifion In the unit. During the wet season, units should be inspected at least once every 30 days. Floatables should be removed and sumps cleaned when the sump storage exceeds 85 percent of capacity. The Vortechs System should be inspected at regular intervals and cleaned when necessary to ensure optimum perfonnance. The rate at which the system collects pollutants will depend more heavily on site activities than the size of the unit. Inspecfion is the key to effective maintenance. Vortechnics recommends ongoing quarteriy inspections of the accumulated sediment. According to Vortechnics literature, the systems needs only to be cleaned when the inspection reveals that the system is nearly full - specifically, when the sediment depth has accumulated within 6 inches of the dry-weather water level. Cleanout of the Vortechs System with a vacuum truck is generally the most effective and convenient method. Properiy maintained Vortechs Systems will only require evacuafion of the grit chamber portion of the system. In some cases, it may be necessary to pump out all chambers. In the event of leaning other chambers, it is imperative that the grit chamber be drained first. Maintenance of Grassy Swales Maintenance for grassy swales is minimal and aimed at keeping grass cover dense and vigorous. A pest management plan should be developed for vegetated areas specifying how problem insects and weeds will be controlled with minimal use of insecticides and herbicides. Lawn-mowing should be performed roufinely throughout the growing season. Grass height should be maintained at two inches above the design water depth. Swales should be inspected at least twice annually to check for erosion and damage to vegetafion, debris and litter. Excess sediment should be removed periodically as determined through inspection. La Costa Greens - Phase I (Neighborhoods 1.08-1.14) Tentative Map Drainage Study CHAPTER 2 - METHODOLOGY TREATMENT OF FIRST FLUSH RUNOFF 2.7 - Source Control BMPs EM li:\rEportsV23S2\050\a03.doc w.o. 2352-501/16/2003 10:07 AM 2.7 - Source Control BMPs Source controls, which are implemented to prevent or reduce the presence of pollutants and minimize the contact between pollutants and urban runoff, include the following: • Landscaping - Manufactured slopes shall be landscaped with suitable ground cover or installed with an erosion control system. Homeowners should be educated as to the proper roufine maintenance to landscaped areas including trimming, pruning, weeding, mowing, replacement or substitufion of vegetafion in omamental and required landscapes. Per the RWQCB Order, the following landscaping activities are deemed unlawful and are thus prohibited: - Discharges of sediment, pet waste, vegetative clippings, or other landscaping or constmcfion-related wastes. • Urban Housekeeping - Fertilizer applied by homeowners, in addition to organic matter such as leaves and lawn clippings, all result in nutrients in stomn water runoff. Consumer use of excessive herbicide or pesticide contributes toxic chemicals to mnoff. Homeowners should be educated as to the proper applicafion of fertilizers and herbicides to lawns and gardens. The average household contains a wide variety of toxins such as oil/grease, antifreeze, paint, household cleaners and solvents. Homeowners should be educated as to the proper use, storage, and disposal of these potenfial stomn water mnoff contaminants. Per the RWQCB Order, the following housekeeping activifies are deemed unlawful and are thus prohibited: - Discharges of wash water from the cleaning or hosing of impervious surfaces including parking lots, streets, sidewalks, driveways, pafios, plazas, and outdoor eating and drinking areas. Landscape in-igafion and lawn watering, as well as non-commercial washing of vehicles in residential zones, is exempt from this restriction. - Discharges of pool or fountain water containing chloride, biocides, or other chemicals. - Discharges or runoff from material storage areas containing chemicals, fuels, grease, oil, or other hazardous materials. - Discharges of food-related wastes (grease, food processing, trash bin wash water, etc.). • Automobile Use - Urban pollutants resulting from automobile use include oil, grease, antifreeze, hydraulic fluids, copper from brakes, and various fuels. Homeowners should be educated as to the proper use, storage, and disposal of these potenfial storm water contaminants. Per the RWQCB Order, the following automobile use activifies are deemed unlawful and are thus prohibited: - Discharges of wash water from the hosing or cleaning of gas stations, auto repair garages, or other types of automotive service facilities. - Discharges resulfing from the cleaning, repair, or maintenance of any type of equipment, machinery, or facility including motor vehicles, cement-related equipment, port-a-potty servicing, etc. - Discharges of wash water from mobile operafions such as mobile automobile washing, steam cleaning, power washing, and carpet cleaning The Homeowners Association should make all homeowners aware of the aforemenfioned RWQCB regulations through a homeowners' educafion program. A monitoring program should also be implemented to insure compliance. La Costa Greens - Phase I (Neighborhoods 1.08 -1.14) Tentative Map Drainage Study CHAPTER 3 - METHODOLOGY RATIONAL METHOD PEAK FLOWRATE DETERMINATION (ULTIMATE CONDITIONS) 3.1 - Design Rainfall Determination EM h:\reports\2352\050\a03.doc w.o. 2352-50 1/16/2003 9:22 AM County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event - 6 Hours /V'' Isopluvial (inches) stateplane PiDjeOtan, Zonee, NAD83 Creation Dale: June 22,2001 NOT TO BE USED FOR DESIGN CALCULATIONS ^1 'morJiyWttot'fiffnifefaiqrJ"^ 0 STANDARDS FOR DESIGN AND CONSTRUCTION OF PUBUC WORKS IMPROVEMENTS INTHE CITYOFCARLSBAD APPROVED. :ITY ENGINEER LLOYD/8. HUBBS DATE I 1993 DRAINAGE - DESIGN CRITERIA 1. GENERAL A. B. C. E. F. All drainage design and requirements shall be In accordance vinth the latest City of Carlsbad Master Drainage and Storm Water Quality Management Plan and the requirements of tho City Engineer and be based on full development of upstream libutaiy basins. , Public drainage facilities shall be .deslgned to carry the ..ten-year sbc-hour storni underground, the 50-year six-hour storm between the top of curbs and the 100-year six-hour Wrrn between ^ t^^ lines. All culverts shall be designed to ^accommodate a 10O-year six-hour storm. The use of underground storm drain systems^ in addition to standard curb and gutter shall be required: 1) 2) 3) 4) When flooding or street overfow during 10O-year six-hour stohm cannot be maintained between right-of-way lines. When 100-year six-hour storm flow from future upstream development (as proposed in the existing General Plan) will cause damage to stmctures and improvements. When existing adequate drainage facilities are available for use (adjacent to proposed development). When more than one travel lane of arterial and colledor streete would be obstmcted by 10-year 6-hour storm water flow. Special consideration will be ^ required for super-elevated streete. TTie use of underground storm drain systems may be required: 1) y/hen the water level in streete at the design stomi is within 1 " of top of curb, 2) When velocity of water In streete exceeds 11 FPS. 3) When the water travels more than 1,000'over land. The type of drainage facility shall be selected on the basis of physical and cultural adaptability to the proposed land use. Open channels rnay be considered In lieu of underground systems when the peak flow exceeds the capacity of a 48". diameter RCP. Fencing of open channels may be required as determined by the City Engineer. Permanent drainage facilities and right-of-way, Including access, shall be provided from development to point of satisfactory disposal. 17 I % G. ' Storm Drains constructed at a depth of 15' or greater measured from finish grade to the top of pipe or structure shall be'^considered deep storm drains and should be avoided if at all possibte. When required, special design consideration wlll be required to the safisfaction of the City Engineer. Factors considered In the design will Inciude: 1) Oversized specially designed access holes/air shafts 2) Une encasements 3) Oversizing lines 4) Increased easement requiremente for maintenance access 5) Water-tight jointe 6) Additional thickness of storm drain The project designer should meet with the planchecker prior to initiation of design to review design parameters. H. Concentrated drainage from lots or areas greater than 0.5 acres shall not be discharged to City streets unless specifically approved by the City Engineer. I. f Diversion of drainage from natural or existing basins Is discouraged. HYDROLOGY A. Off site,, use a blue-line print of the latest edition City 400-scale topographic mapping. Show existing culverte, cross-gutters and drainage courses based on field review, liidicate the direction of flow; ciearly delineate each drainage basin showing tiie area and discharge and the point of concentration. B. On site, use the grading plan. If grading is not proposed, then use a 100-scale plan or greater enlargement. Show all proposed and existing drainage facilities and drainage courses. Indicate the direction of flow. Clearly delineate each drainage basin showing tine area and discharge and the point of concentration. C. I ,,Uselhe charte In the San Diego County Hydrology Manual for finding theT/ and ' ' 'T. For small areas,"a five minute may be utilized with prior approval of the City .Engineer" D. Use the existing or uttimate development, whichever gh/es tine highest "C" factor. E Use the rational formula Q = CIA for watersheds less than .0.5 square, mile unless an alterhate method is approyed by the City Engineer. For watersheds In excess of 0.5 square mile, the method of analysis shall be approved by the City Engineer prior I to submitting calculations. 3. HYDRAULICS A. Street - provide: 18 La Costa Greens - Phase I (Neighborhoods 1.08 - 1.14) Tentative Map Drainage Study CHAPTER 3 - METHODOLOGY RATIONAL METHOD PEAK FLOWRATE DETERMINATION (ULTIMATE CONDITIONS) 3.2 - Runoff Coefficient Determination EM h:\reports\2352\050Va03.doc w.o. 2352-50 1/16/2003 9:22 AM 1^ Table 3-1 RUNOFF COEFFICffiNTS FOR URBAN AREAS Land Use Runoff Coefficient "C" Soil Type NRCS Elements County Elements % IMPER. A B C D Undisturbed Natural Terrain Permanent Open Space 0* 0.20 0.25 0.30 0.35 Low Residential, I.O DU/A or less 10 0.27 0.32 0.36 0.41 Low Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46 Low Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Medium Density Residential Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52 Medium Density Residential Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57 Medium Density Residential Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Medium Density Residential Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63 High Density Residential Residential, 24.0 DU/A or less 65 0.66 0.67 "0.69 0.71 High Density Residential Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79 Commercial/Industrial Neighborhood Commercial 80 0.76 0.77 0.78 0.79 Commercial/Industrial General Conunercial 85 0.80 0.80 0.81 0.82 Commerci al/Industrial Office Professional/Commercial 90 0.83 0.84 0.84 0.85 Commercial/Industrial Limited Industrial 90 0.83 0.84 0.84 0.85 Commerci al/Industrial General Industrial 95 0.95 «1 0.95 «r7 0.95-67 0.9^ »7 *The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1 runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that forever (e.g., the area is located in Cleveland National Forest). .2 (representing the pervious the area will remain natural DU/A = dwelling units per acre NRCS = National Resources Conservation Service The hydrology study was performed using the following runoff coefficients: 0.49 based on a dwelling unit per acre ratio less than 2.9 for Planning Area 1.08 0.52 based on a dwelling unit per acre ratio less than 4.3 for Planning Area 1.09 0.46 based on a dwelling unit per acre ratio less than 2.0 for Planning Area 1.10 0.52 based on a dwelling unit per acre ratio less than 4.3 for Planning Area 1.11 0.46 based on a dwelling unit per acre ratio less than 2.0 for Planning Area 1.12 0.57 based on a dwelling unit per acre ratio less than 7.3 for Planning Area 1.13, and 0.52 based on a dwelling unit per acre ratio less than 4.3 for Planning Area 1.14. Also, a runoff coefficient of 0.35 was used for open space areas and 0.87 for paved streets throughout the planning areas, per San Diego County Hydrology Manual. Weighted coefficients were also used in certain areas. AH h:^rqKirts\2352\046\niiiofrcoef&uniniary.doc W.0.# 2352-16 10/21/2002 11:18 AM La Costa Greens - Phase I (Neighborhoods 1.08-1.14) Tentative Map Drainage Study CHAPTER 3 - METHODOLOGY RATIONAL METHOD PEAK FLOWRATE DETERMINATION (ULTIMATE CONDITIONS) 3.3 - Peak Intensity Determination EM Ii:\report5\2352\050\a03.doc w.o. 2352-50 1/16/2003 9:22 AM EXAMPLE: Given: Watercourse Distance (D) = 250 Feet Slope (s) = 0.5% Runoff Coefficient (C) = 0.70 Overland Flow Time (T) = 14.3 Minutes SOURCE: Airport Drainage, Federal Aviation Administration, 1965 T = lill:l:SiXL FIGURE Rational Formula - Overland Time of Flow Nomograph HazMat/County Hydrogeology Manual/Overland Flow.FHS AE Feet Tc a .5000 .4000 .3000 • 2000 • 1000 h900 800 -•TOO ,500"^^ -400 \ • 300 •200 •100 '50 .40 •30 I—20 — 10 Tc L AE EQUATION /11.9L3\0-^^^ V AE y Time of concentration (hours) Watercourse Distance (miles) Change In elevation along effective slope line (See Figure 3-4) (feet) Tc Hours 100 —90 — 80 70 \ S L \ Miles Feet \ .24 . 4000 \^ — 3000 0.5' .2000 i—1800 1600 I— 1400 1200 .1000 [->900 800 700 600 -500 I—400 •300 • 200 \ Minutes • 240 •180 120 •60 •50 — 40 — 30 •20 18 — 16 — 14 — 12 •10 9 — 8 — 7 — 6 —3 AE SOURCE: Califomia Division of Highways (1941) and Kirpich (1940) Tc Nomograph for Determination of Time of Concentration (Tc) for Natural Watersheds FIGURE HazMat/County Hydrogeology Manual/Watershed Nomograph.FHB -1.5'- 2% .015- Concrete Gutter RESIDENTIAL STREET ONE SIDE ONLY 5 6 7 8 9 10 Discharge (C.F.S.) EXAMPLE: Given: Q = 10 3° 2.5% Chart gives: Oepth - 0.4, Velocity - 4.4 f.p.s. SOURCE: San Diego County Department of Special District Services Design Manual 40 50 FIGURE Gutter and Roadway Discharge - Velocity Chart ^^^^ HazMat/County Hydrogeology Manual/Gutter Discharge_Velocity.FH8 0.3 0.2 0.15 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 -0.02 m CL O _l £0 EQUATION: V = 1.49 R"^ s"2 n 0.2 0.3 0.4 F.0.5 :o.6 i.0.8 rO.9 Ll.O :o.oi 7 0.009 0.008 0.007 fc- 0.006 0.005 0.00^^^ r 0.002 0.001 0,0009 0.0008 0.0007 0.0006 0.0005 • 0.0004 t- 0.0003 f- 5 6 J-7 8 ^9 10 L20 .50 ^40 -30 -20 •o c o o o l/i I 03 Q. o -10 r9 -8 i.7 -6 LU > -2 1.0 0.9 0.8 •0.7 •0.6 •0.5 0.01 0.02 0.03 0.04 0.05 0.06 E.0.07 0.08 0.09 -0.10 0.2 •0.3 tO.4 GENERAL SOLUTION SOURCE: USDOT, FHV/A, HDS-3 (1961) FIGURE Manning's Equation Nomograph HazMat/County Hydrogeology Manual/Manning Nomograph.FHS Directions for Application: (1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10, 50, and 100 yr maps included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that it is within the range of 45% to 65% ofthe 24 hr precipitation (not applicaple to Desert). (3) Plot 6 hr precipitation on the right side of the chart. (4) Draw a line through the point parailei to the plotted lines. (5) This line is the intensity-duration curve for the location being analyzed. . year •P 24 in. Application Form: (a) Selected frequency (b) PQ = in., P24 = (c) Adjusted Pg^^' = (d) tj( = min. (e) I = in./hr. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. I P6 [ . 1 i:s i" ...2,5 1.3,..^ 3.5 ... 4 1 4.5 6' Duration 1 • " i' 1 T V •-|- 1 1 ' 1 1 ... ^ 5 2.63 3.95 s.27 6.59 7.90 9.22 10.54 i 11.86 13.17 14.49 15.81 7 3.18 4.24 "5:3616.36 7.42 "•8:4819:54 16:60 11.66 "12:72 10 t.68 2.53 3.37 4.21 5.05 3.89 5.90 6.74 j 7.58 '842' io:^ 15 "iTao" 1.95 2.59 3.24 5.05 3.89 4.54 5.19 ; 5.84 6.49 7.13 7.78 20 i:o8 1.62 2.^5 3:23 3:77 T.3il "4.85 "5:39 5.93 6.46 ' 2S 0.93 1.40 1.87 2.33 '2.80 3.27 3.73 i 4.20 4:57 5.13 5.60 30 0.83 1.24 i:66 2.07 2.49 2:96 3.32 1 3.73 4.15 4.56 4.98 40 0.69 1.03 i:38 l772 2.07 2:41 2.76 1 3.10 3.45 3.79 4.13 50 0.60 0:90 1.19 1.49 179 2"09 2:397 2.69 2.96 3.28 3,58 60 0.53 6.80 1.66 i.33 1:59 "i."86 2.12 j 2.39 2 65 2.92 3.18 '90 6.41 0.61 6:82 1:62 1.23 1.43 i:63 1 ... . ..j 1.84 2.04 2.25 2.45 120 'a34' 6.51 6.68 "6.85 i.02 1:19 1.36 ! 1.53 1.70 1.87 2,04 ISO 6.44 0.59 6:73" 0:88 1:63 i:i81 1:32 1:47 i:62 1.76 ISO 0.26 6.39 6.52 6.65 6.7i3 0.91 1. 04 i 1.18 1.31 1.44 1.57 240 0.'22 0.33 0.43 6.54 0.65 6.76 ._ 6:87 1 0.98 1.08 1.19 1.30 300 0.19 0.28 0.38 "6:47 6:56 "6.75 1 0.85 6.94 I.Oij i:i3 360 0.17' 6:25 6.33 0.42 as6 6.58 6.67 1 0.75 0.84 0.92 1.00 FIGURE Intensity-Duration Design Chart - Template HazMat/County Hydrogeology Manual/1nt_Dur Design Chart.FHS La Costa Greens - Phase I (Neighborhoods 1.08-1.14) Tentative Map Drainage Study CHAPTER 3 - METHODOLOGY RATIONAL METHOD PEAK FLOWRATE DETERMINATION (ULTIMATE CONDITIONS) 3.4 - Model Development Summary (from San Diego County Hydrology Manual) EM h:\report5t23S2U50\a03.doc w.o. 2352-50 1/16/2003 9:22 AM San Diego County Hydrology Manual Section: 3 Date: August 2001 Page: 16 of 44 3.2 DEVELOPING INPUT DATA FOR THE RATIONAL METHOD This section describes the development of the necessary data to perform RM calculations. Section 3.3 describes the RM calculation process. Input data for calculating peak flows and Tc's with the RM should be developed as follows: 1. On a topographic base map, outline the overall drainage area boundary, showing adjacent drains, existing and proposed drains, and overland flow paths. 2. Verify the accuracy of the drainage map in the field. 3. Divide the drainage area into subareas by locating significant points of interest. These divisions should be based on topography, soil type, and land use. Ensure that an appropriate initial subarea is delineated. For natural areas, the initial subarea flow path length should be less than or equal to 4,000 feet. For developed areas, the initial subarea flow path length should be less than or equal to 500 feet. The topography and slope within the initial subarea should be generally uniform. 4. Working firom upstream to downstream, assign a number representing each subarea in the drainage system to each point of interest. Figure 3-8 provides guidelines for node numbers for geographic information system (GlS)-based studies. 5. Measure each subarea in the drainage area to determine its size in acres (A). 6. Determine the length and effective slope of the flow path in each subarea. 7. Identify the soil type for each subarea. 8. Detennine the runoff coefficient (C) for each subarea based on Table 3-1. If the subarea contains more than one type of development classification, use a proportionate average for C. In determining C for the subarea, include future changes in land use that are predicted to occur during the service life of a proposed facility that could result in an inadequate drainage system. 323200000 3-16 Study Area SC ,/"" /' « I © Study Area LA Define Study Areas (Two-Letter ID) © Define Maps (or Subregions on Region Basis) © © Define Major Flowpaths in Study Area Subarea ID = (LA010112) Node# Map# Region # Study Area (ID) # Define Model Subareas on Map Basis © Define Model Nodes (Intersection of Subarea Boundaries with Flowpath Lines) © Define Regions on Study Area Basis Number Nodes GiS/Hydrologic Model Data Base Linkage Setup: Nodes, Subareas, Links FIGURE HazMat/County Hydrogeology Manual/GIS Model.FHB San Diego County Hydrology Manual Section: 3 Date: August 2001 Page: 18 of 44 9. Calculate the CA value for the subarea. 10. Calculate the I(CA) value(s) for the subareas upstream of the point(s) of interest. 11. Determine Pg and P24 for the study using the isopluvial maps provided in Appendix B. If necessary, adjust the value for Pe to be within 45% to 65% of the value for P24. See Section 3.3 for a description of the RM calculation process. 3.3 PERFORMING RATIONAL METHOD CALCULATIONS This section describes the RM calculation process. Using the input data, calculation of peak flows and Tc's should be performed as follows: 1. Determine Tj for the initial subarea. Use Figure 3-3 for natural areas, and Figure 3-5 for urban areas, as discussed in Section 3.1.4. For the initial subarea, Tt = 0 and Ti = Tc. If the Ti read from the nomograph (Figure 3-3 or Figure 3-5) is less than 5 minutes, 5 minutes shall be assumed for Ti. 2. Determine I for the subarea using Figure 3-1. If Tj was less than 5 minutes, use the lesse£4iiQ@:>t&-46t^mkie-iat6E^i^i-feF-6al(»>dat^^ «V\\A^-H£> • 3. Calculate the peak discharge flow rate for the subarea, where Qp = Z(CA) I. 4. Estimate the Tt to the next point of interest. 5. Add the Tt to the previous Tc to obtain a new Tc. 6. Continue with step 2, above, until the final point of interest is reached. 323200000 3-18 San Diego County Hydrology Manual Section: 3 Date: August 2001 Page: 23 of 44 Check the eariier assumption that QAVG from point 0102 to point 0103 was 2.4 cfs. QAVG =QOIO2 + ((QOIO3-QOIO2)/2) QAVG = 0.8 + ((3.9 - 0.8)/2)= 2.4 cfs = 2.4 cfs; OK Final results for node 0103: Qoio3 = 3.9 cfs Tc = 16.9 minutes Iioo = 3.4 inches/'hour A = 0.4 + 1.8 = 2.2 acres 3.4 MODIFIED RATIONAL METHOD (FOR JUNCTION ANALYSIS) The purpose of this section is to describe the steps necessary to develop a hydrology report for a small watershed using the MRM. It is necessary to use the MRM if the watershed contains jimctions of independent drainage systems. The process is based on the design manuals ofthe City/County of San Diego. The general process description for using this method, including an example of the application of this method, is described below. The engineer should only use the MRM for drainage areas up to approximately 1 square mile in size. If the watershed will significantly exceed I square mile then the NRCS method described in Section 4 should be used. The engineer may choose to use either the RM or the MRM for calculations for up to an approximately 1-square-mile area and then transition the study to the NRCS method for additional downstream areas that exceed approximately 1 square mile. The transition process is described in Section 4. 3.4.1 Modified Rational Method General Process Description The general process for the MRM differs from the RM only when a junction of independent drainage systems is reached. The peak Q, Tc, and I for each of the independent drainage systems at the point of the junction are calculated by the RM. The 323200000 3-23 San Diego County Hydrology Manual Section: 3 Date: August 2001 Page: 24 of 44 independent drainage systems are then combined using the MRM procedure described below. The peak Q, Tc, and I for each of the independent drainage systems at the point of the junction must be calculated prior to using the MRM procedure to combine the independent drainage systems, as these values will be used for the MRM calculations. After the independent drainage systems have been combined, RM calculations are continued to the next point of interest. 3.4.2 Procedure for Combining Independent Drainage Systems at a Junction Calculate the peak Q, Tc, and I for each of the independent drainage systems at the point of the junction. These values will be used for the MRM calculations. At the junction of two or more independent drainage systems, the respective peak flows are combined to obtain the maximum flow out of the jimction at Tc. Based on the approximation that total nmoff increases directly in proportion to time, a general equation may be written to determine the maximum Q and its corresponding Tc using the peak Q, Tc, and I for each of the independent drainage systems at the point immediately before the junction. The general equation requires that contributing Q's be numbered in order of increasing Tc. Let Ql, T], and I\ conespond to the tributary area with the shortest Tc. Likewise, let Q2, T2, and I2 correspond to the tributary area with the next longer Tc; Q3, T3, and I3 correspond to the tributary area with the next longer Tc; and so on. When only two independent drainage systems are combined, leave Q3, T3, and I3 out of the equation. Combine the independent drainage systems using the jimction equation below: Junction Equation: T] < T2 < T3 QT,=Q,+|-Q2+^Q3 QT2 = Q2 + 7-Q.+7-Q3 323200000 3-24 San Diego County Hydrology Manual Section: 3 Date: August 2001 Page: 25 of 44 QT3=Q3+7Q.+rQ2 Calculate Qn, Qr2, and QT3. Select the largest Q and use the Tc associated with that Q for ftuther calculations. If the largest calculated Q's are equal (e.g., Qn = Qr2 > Qrs), use the shorter of the Tc's associated with that Q. This equation may be expanded for a junction of more than three independent drainage systems using the same concept. The concept is that when Q from a selected subarea (e.g., Q2) is combined with Q from another subarea with a shorter Tc (e.g., Qi), the Q from the subarea with the shorter Tc is reduced by the ratio of the I's (I2/I1); and when Q from a selected subarea (e.g., Q2) is combined with Q from another subarea with a longer Tc (e.g., Q3), the Q from the subarea with the longer Tc is reduced by the ratio of the Tc's Note: At a junction of two independent drainage systems that have the same Tc, the tributary flows may be added to obtain the Qp. Qp = Ql + Q2; when Ti= T2; and Tc = Ti = T2 This can be verified by using the junction equation above. Let Q3, T3, and I3 = 0. When T] and T2 are the same, Ii and I2 are also the same, and Ti/'T2 and h/l] = 1. T1/T2 and I2/I1 are cancelled from the equations. At this point, Qxi = QT2 = QI + Qz- Note: In the upstream part of a watershed, a conservative computation is acceptable. When the times of concentration (Tc's) are relatively close in magnitude (within 10%), use the shorter Tc for the intensity and the equation Q = Z(CA)I. I 323200000 3-25 La Costa Greens - Phase I (Neighborhoods 1.08 - 1.14) Tentative Map Drainage Study CHAPTER 4 - TREATMENT OF FIRST FLUSH RUNOFF 4.1 - Neighborhood 1.08 Treatment Unit EM h:\reports\2352\0S0\a03.doc w.o. 2352-50 1/16/2003 9:22 AM OUTLET LOCATION 0=^27.4 cfs A=224.9 ac. TQ = 23.1 min. WATER QUALITY UNIT LA COSTA GREENS (NEIGHBORHOODS 1.08,1.09,1.12 NORTH) - Storm Water Quality FaciHty Sizing RUNOFF HYDROGRAPH (SBUH METHOD - 6-Hour Stonn Event) Given: Area = 101.3 acres Pt 0.65 inches (Total rainfall for an 85th percentile - 24 hour stonn event) dt 10.0 min. Tc 23.1 min. (Developed site conditions) % IMP = 20% PERVIOUS Parcel IMPERVIOUS Parcel Area = 81.1 acres Area = 20.2 acres CN 68 CN = 98 (assuming dry antecedent S 4.71 8 0.20 0.2S = 0.94 0.2S = 0.04 Developed Conditions Runoff hydrograph Column (3) = Rainfall Distribution for San Diego County Column (4) = Col. (3) x Pt = 85th percentile - 6 Hour Hyetograph at this location. Column (5) = Accumulated Sum of Col. (4) Column (6) = [If P <= 0.2S1 = 0; use PERVIOUS Area"S" value. [If P > 0.28] = (Col.(5) - 0.2S)^/(Col.(5) + 0.8S): use PERVIOUS AreaS" value. Column (7) = Col.(6) of present time step - Col.(6) of previous time step Column (8) = Same method as for Col.(6), except use the IMPERVIOUS Area "S" value. Column (9) = Col.(8) of the present time step - Col.(8) of the previous time step. Column (10) = ((PERVIOUS area / Total area) x Col.(7)) + ((IMPERVIOUS area / Total area) x Col.(9)) Column (11) = (60.5 xCol.(10)xTotal Area)/10 (dt= 10 minutes); Routing Constant, w = dt/(2Tc + dt) = 0.1779 Column (12) = Col.(12) of previous time step + (w x [Col.(11) of previous time step + Col.(11) of present time step - (2 x Col.(12) of previous time step)]) Pervious Area Impervious Area (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) Time Time Rainfall Incre-Accumu-Accumu-Incre-Accumu-Incre-Total Instant design Increment Time distri-mental lated lated mental lated mental Runoff hydro-hydro-Increment bution Rainfell Rainfall Runoff Runoff Runoff RunofF graph graph min. % of Pt in. in. in. in. in. in. in. cfs H AA ds A AA i 10 0.0166 0.010S 0.0108 0.0000 0.0000 o.oouu 0.0000 0.0000 0.00 0.00 2 20 0.0166 0.0108 0.0216 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 0.00 3 30 0.0166 0.0108 0.0324 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 0.00 4 40 0.0200 0.0130 0.0454 0.0000 0.0000 0.0001 0.0001 0.0000 0.01 0.00 5 50 0.0200 0.0130 0.0584 0.0000 0.0000 0.0014 0.0013 0.0003 0.16 0.03 6 60 0.0200 0.0130 0.0714 0.0000 0.0000 0.0040 0.0026 0.0005 0.32 0.10 7 70 0.0226 0.0147 0.0861 0.0000 0.0000 0.0082 0.0042 0.0008 0.52 0.22 8 80 0.0226 0.0147 0.1008 0.0000 0.0000 0.0136 0.0054 0.0011 0.66 0.35 9 90 0.0226 0.0147 0.1154 0.0000 0.0000 0.0200 0.0064 0.0013 0.78 0.48 10 100 0.0334 0.0217 0.1372 0.0000 0.0000 0.0309 0.0109 0.0022 1.33 0.69 11 110 0.0334 0.0217 0.1589 0.0000 0.0000 0.0433 0.0124 0.0025 1.51 0.95 12 120 0.0334 0.0217 0.1806 0.0000 0.0000 0.0568 0.0135 0.0027 1.65 1.17 13 130 0.0778 0.0506 0.2311 0.0000 0.0000 0.0918 0.0350 0.0070 4.28 1.81 14 140 0.0778 0.0506 0.2817 0.0000 0.0000 0.1304 0.0386 0.0077 4.71 2.77 15 150 0.0778 0.0506 0.3322 0.0000 0.0000 0.1714 0.0410 0.0082 5.01 3.51 16 160 0.0334 0.0217 0.3540 0.0000 0.0000 0.1896 0.0182 0.0036 2.22 3.55 17 170 0.0334 0.0217 0.3757 0.0000 0.0000 0.2080 0.0185 0.0037 2.26 3.08 <«peak SBUH-CDS-VORTECH_108_109_112north.xls 1 of 2 1/10C003 LA COSTA GREENS (NEIGHBORHOODS 1.08,1.09,1.12 NORTH) - Storm Water Quality Facility Sizing (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) Time Time Rainfall Incre-Accumu-Accumu-Incre-Accumu-Incre-Totel Insfent design Increment distri-mental lated lated menfel lated menfel RunofF hydro-hydro- bution Rainfell Rainfall Runoff Runoff Runoff RunofF graph graph min. %ofR in. in. in. in. in. in. in. cfe cfe 18 180 0.0354 0.0217 0.3S74 0.0000 0.0000 0.2268 0.0187 0.0037 2.29 2.79 19 190 0.0316 0.0205 0.4179 0.0000 0.0000 0.2447 0.0179 0.0036 2.19 2.60 20 200 0.0316 0.0205 0.4385 0.0000 0.0000 0.2628 0.0181 0.0036 2.21 2.45 21 210 0.0316 0.0205 0.4590 0.0000 0.0000 0.2810 0.0183 0.0036 2.23 2.37 22 220 0.0234 0.0152 0.4742 0.0000 0.0000 0.2946 0.0136 0.0027 1.66 2.22 23 230 0.0234 0.0152 0.4894 0.0000 0.0000 0.3083 0.0137 0.0027 1.67 2.02 24 240 0.0233 0.0151 0.5046 0.0000 0.0000 0.3220 0.0137 0.0027 1.67 1.90 ?5 250 0.0213 0.0138 0.5184 0.0000 0.0000 0.3346 0.0126 0.0025 1.54 1.79 26 260 0.0213 0.0138 0.5322 0.0000 0.0000 0.3472 0.0126 0.0025 1.54 1.70 27 270 0.0213 0.0138 0.5461 0.0000 0.0000 0.3599 0.0127 0.0025 1.55 1.65 28 280 0.0175 0.0114 0.5575 0.0000 0.0000 0.3704 0.0104 0.0021 1.28 1.56 29 290 0.0175 0.0114 0.5688 0.0000 0.0000 0.3808 0.0105 0.0021 1.28 1.46 30 300 0.0175 0.0114 0.5802 0.0000 0.0000 0.3913 0.0105 0.0021 1.28 1.40 31 310 0.0183 0.0119 0.5921 0.0000 0.0000 0.4024 0.0110 0.0022 1.35 1.37 32 320 0.0183 0.0119 0.6040 0.0000 0.0000 0.4134 0.0110 0.0022 1.35 1.36 33 330 0.0183 0.0119 0.6159 0.0000 0.0000 0.4245 0.0111 0.0022 1.35 1.36 34 340 0.0175 0.0114 0.6273 0.0000 0.0000 0.4351 0.0106 0.0021 1.30 1.35 35 350 0.0175 0.0114 0.6387 0.0000 0.0000 0.4457 0.0106 0.0021 1.30 1.33 36 360 0.0175 0.0114 0.6500 0.0000 0.0000 0.4563 0.0106 0.0021 1.30 1.32 37 370 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 1.08 38 380 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.70 39 390 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.45 40 400 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.29 41 410 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.19 42 420 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.12 43 430 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.08 44 440 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.05 45 450 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.03 46 460 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.02 47 470 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.01 48 480 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.01 Time = 8.0 hours (Found by summing this column and multiplying by 600.600 Is the conversion required to convert SUM(Q) in cfs to totel volume in cubic feet as follows: V = SUM(Q)xdt (cu.fl.) = (cu.ft/s) X (10 min.) x (60 s/min.) Total Volume of Runoff = Peak Hour Rainfall Intensity = Total Flowrate of Runoff = 33441 cu.ft.* 0.77 ac-ft 0.217 in/hr 3.55 cfs SBUH.CDS-V0RTECH_108_109_112north.xls 2 Of 2 1/10/2003 ..ui.jM*f..^-.>.,/«.:J.j'.ifcjJ!:ur.. H... 'i^iiif, M.>iiit.,.,i,i>0.fem^ ^ the VortecPiL Stormwater Treatment System Perforated Covers 5 ^ / IIMV, S'toS 1 B'to9' Typical t 3to4' I Plan View To begin the design of your Vortechs System, refer to the sizing chart below and com- plete a Specifier's Worksheet to provide details about your site and design flows. Then simply fax or mail the worksheet to Vortechnics with your site plan, and we'll produce detailed Vortechs System scale draw- ings free of charge. Elevation View 16000 ' Engineering Notes A) Far In-lina Vorteclis Systems without a bypass, sizing criteria is based on providing one square foot of grit ctiamber surface araa for each IOG gpm of peak design storm flow rata (a.g.,- lOyear stormj. For more , . details about Vortechnics sizing criteria refer tp Vortechnics Technicai Bulletin 3. B) Sediment storage vdluma assumes a 3 toot sump. . . • ' .^^: . C) Construction details may vary depending on the specific application: Any alterations to tha sizing chart specifi- cations will appear on Vortechnics dimensional and shop drawings. Please call Vortechnics for the weight of spa- cific Vortechs systems If needed. Special Note: Oil storage capacity, when it is needed to meet a specific requirement for spill containment, can be sized to meet the storage requirement with the selected model. Vortechnics technical staff wiil optimize system geometry to meet containment requirements within, a correctly sized Vortechs System. • • Metrk Spedncation Chan available by calling Vortechnics st [307J 878.3SB3. Vortechs System Inlet/Outlet Configurations Vortechs Systems can be configured to accommo- date various inlet and outlet pipe orientations. The inlet pipe can enter the end or side of the tank at right angles - outlet pipes can exit the end or the side of system at most angles. End Inlet 0 f 1 Side Inlet f To To Pretreatment g^^fg,, La Costa Greens - Phase I (Neighborhoods 1.08-1.14) Tentative Map Drainage Study CHAPTER 4 - TREATMENT OF FIRST FLUSH RUNOFF 4.2 - Neighborhood 1.10 EM Ii:\repoi1s(2352\050\a03.doc w.o. 2352-50 1/16/2003 10:07 AM LA COSTA GREENS (NEIGHBORHOOD 1.10) - Storm Water Quality Facility Sizing RUNOFF HYDROGRAPH (SBUH METHOD - 6-Hour Storm Event) Given: Area = 34.0 acres R 0.65 inches (Total rainfall for an 85th percentile - 24 hour storm event) dt 10.0 min. Tc 21.3 min. (Developed site conditions) % IMP = 19% PERVIOUS Parcel IMPERVIOUS Parcel Area = 27.4 acres Area = 6.6 acres CN 68 CN = 98 (assuming dry antecedent moisture condition) S 4.71 S 0.20 0.2S = 0.94 0.28 = 0.04 Compute: Developed Conditions Runoff hydrograph Column (3) = Rainfall Distribution for San Diego County Column (4) = Col. (3) x Pt = 85th percentile - 6 Hour Hyetograph at this location. Column (5) = Accumulated Sum of Col. (4) Column (6) = [if P <= 0.2S] = 0; use PERVIOUS Area'S" value. [If P > 0.2S] = (Col.(5) - 0.2S)^/(Col.(5) + 0.8S); use PERVIOUS AreSS" value. Column (7) = Col.(6) of present time step - Col.(6) of previous time step Column (8) = Same method as for Col.(6), except use the IMPERVIOUS Area "8" value. Column (9) = Col.(8) of the present time step - Col.(8) of the previous time step. Column (10) = ((PERVIOUS area / Total area) x Col.(7)) + ((IMPERVIOUS area / Total area) x Col.(9)) Column (11) = (60.5 x Col.(10) x Total Area) / 10 (dt = 10 minutes); Routing Constant, w = dt / (2Tc + dt) =0.1898 Column (12) = Col.(12) of previous time step + (wx [Col.(ll) of previous time step + Col.(11) of present time step - (2 x Col.(12) of previous time step)]) Pervious Area Impervious Area (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) Time Time Rainfall Incre-Accumu-Accumu-Incre-Accumu-Incre-Total Instent design Increment distri-mentel lated lated mentel lated mentel Runoff hydro-hydro- bution Rainfall Rainfall Runoff Runoff Runoff Runoff graph graph min. %ofPt in. in. in. In. in. In. in. cfs cfe i 10 0.0166 0.0108 0.0108 0.0000 0.0000 0,0000 0.0000 0.0000 0.00 0.00 2 20 0.0166 0.0108 0.0216 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 0.00 3 30 0.0166 0.0108 0.0324 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 0.00 4 40 0.0200 0.0130 0.0454 0.0000 0.0000 0.0001 0.0001 0.0000 0.00 0.00 5 50 0.0200 0.0130 0.0584 0.0000 0.0000 0.0014 0.0013 0.0003 0.05 0.01 6 60 0.0200 0.0130 0.0714 0.0000 0.0000 0.0040 0.0026 0.0005 0.10 0.04 7 70 0.0226 0.0147 0.0861 0.0000 0.0000 0.0082 0,0042 0.0008 0.17 0.07 8 80 0.0226 0.0147 0.1008 0.0000 0,0000 0.0136 0.0054 0.0010 0.22 0.12 9 90 0.0226 0.0147 0.1154 0.0000 0,0000 0.0200 0.0064 0.0012 0.25 0.16 10 100 0.0334 0.0217 0.1372 0.0000 0,0000 0.0309 0.0109 0.0021 0.44 0.23 11 110 0.0334 0.0217 0.1589 0.0000 0,0000 0.0433 0.0124 0.0024 0.49 0.32 12 120 0.0334 0.0217 0.1806 0.0000 0,0000 0.0568 0.0135 0.0026 0.54 0.40 13 130 0.0778 0.0506 0.2311 0,0000 0,0000 0.0918 0.0350 0.0068 1.40 0.61 14 140 0.0778 0.0506 0.2817 0.0000 0.0000 0.1304 0.0386 0.0075 1.54 0.94 15 150 0.0778 0.0506 0.3322 0,0000 0,0000 0.1714 0.0410 0.0080 1.64 1,19 16 160 0.0334 0.0217 0.3540 0,0000 0,0000 0.1896 0.0182 0.0035 0.73 1,19 17 170 0.0334 0.0217 0.3757 0,0000 0,0000 0.2080 0.0185 0.0036 0.74 1.01 18 180 0.0334 0,0217 0.3974 0,0000 0,0000 0.2268 0.0187 0.0036 0.75 0.91 «<peak SBUH-CDS-VORTECH_110 xls 1 of 2 LA COSTA GREENS (NEIGHBORHOOD 1.10) - Storm Water Quaiity Facility Sizing (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) Time Time Rainfall Incre-Accumu-Accumu-Incre-Accumu-Incre-Totel Instant design Increment distri-mental lated lated mental lated mentei Runoff hydro-hydro- bution Rainfall Rainfall Runoff Runoff Runoff Runoff graph graph min. % of Pt In. In. In. in. in. in. in. cfs cfs 10 100 0.0316 0.0205 0.417S 0.0000 0.0000 0.2447 0.0179 0.0035 0.72 0.84 20 200 0.0316 0.0205 0.4385 0.0000 0.0000 0.2628 0.0181 0.0035 0.72 0.80 21 210 0.0316 0.0205 0.4590 0.0000 0.0000 0.2810 0.0183 0.0035 0.73 0.77 22 220 0.0234 0.0152 0.4742 0.0000 0.0000 0.2946 0.0136 0.0026 0.54 0.72 23 230 0.0234 0.0152 0.4894 0.0000 0.0000 0.3083 0.0137 0.0027 0.55 0.65 24 240 0.0233 0.0151 0.5046 0.0000 0.0000 0.3220 0.0137 0.0027 0.55 0.61 25 250 0.0213 0.0138 0.5184 0.0000 0.0000 0.3346 0.0126 0.0024 0.50 0.58 26 260 0.0213 0.0138 0.5322 0.0000 0.0000 0.3472 0.0126 0.0025 0.50 0.55 27 270 0.0213 0.0138 0,5461 0.0000 0.0000 0.3599 0.0127 0.0025 0.51 0.53 28 280 0.0175 0.0114 0,5575 0,0000 0.0000 0.3704 0.0104 0.0020 0.42 0.51 29 290 0.0175 0.0114 0,5688 0,0000 0.0000 0.3808 0.0105 0.0020 0.42 0.47 30 300 0.0175 0.0114 0,5802 0,0000 0.0000 0.3913 0.0105 0.0020 0.42 0.45 31 310 0.0183 0.0119 0,5921 0,0000 0.0000 0.4024 0.0110 0.0021 0.44 0.44 32 320 0.0183 0.0119 0.6040 0.0000 0.0000 0.4134 0.0110 0.0021 0.44 0.44 33 330 0.0183 0.0119 0.6159 0.0000 0.0000 0.4245 0.0111 0.0021 0.44 0.44 34 340 0.0175 0.0114 0.6273 0.0000 0.0000 0.4351 0.0106 0.0021 0.42 0.44 35 350 0.0175 0.0114 0.6387 0.0000 0.0000 0.4457 0.0106 0.0021 0.42 0.43 36 360 0.0175 0.0114 0.6500 0.0000 0.0000 0.4563 0.0106 0.0021 0.43 0.43 37 370 0.0000 0.0000 0.6500 O.OOOO 0.0000 0.4563 0.0000 0.0000 0.00 0.35 38 380 0.0000 0.0000 0.6500 0,0000 0.0000 0.4563 0.0000 0.0000 0.00 0.22 39 390 0.0000 0.0000 0.6500 0,0000 0.0000 0.4563 0.0000 0.0000 0.00 0.13 40 400 0.0000 0.0000 0.6500 0,0000 0.0000 0.4563 0.0000 0.0000 0.00 0.08 41 410 0.0000 0.0000 0.6500 0,0000 0.0000 0.4563 0.0000 0.0000 0.00 0.05 42 420 0.0000 0.0000 0.6500 0,0000 0.0000 0.4563 0.0000 0.0000 0.00 0.03 43 430 0.0000 0.0000 0.6500 0,0000 0.0000 0.4563 0.0000 0.0000 0.00 0.02 44 440 0.0000 0.0000 0.6500 0,0000 0.0000 0.4563 0.0000 0.0000 0.00 0.01 45 450 0.0000 0.0000 0.6500 0,0000 0.0000 0.4563 0.0000 0.0000 0.00 0.01 46 460 0.0000 0.0000 0.6500 0,0000 0.0000 0.4563 0.0000 0.0000 0.00 0.00 47 470 0.0000 0.0000 0.6500 0,0000 0.0000 0.4563 0.0000 0.0000 0.00 0.00 48 480 0.0000 0.0000 0.6500 0,0000 0.0000 0.4563 0,0000 0.0000 0.00 0.00 Time = 8.0 hours (Found by summing this column and multiplying by 600. 600 is the conversion required to convert SUM(Q) in cfs to total volume in cubic feet as follows: V = 8UM(Q) x dt (cu.ft.) = (cu.ft/s) X (10 min.) x (60 s/min.) Total Volume of Runoff = Peak Hour Rainfall Intensity = Total Flowrate of Runoff = 10944 cu.ft.' 0.25 ac-ft 0.217 in/hr 1.19 cfe SBUH-CDS-VORTECH_110.xls 2 Of 2 1/16/2003 oc TABLE — A MODEL PERFORMANCE CAPABILITY MODEL NUMBER FSW20_20 FSW30_28 DESIGN FLOW RATE CFS 1.1 3.0 MGD 0.7 1.9 M Vsec .03 .08 REFERENCE PAGE u a: OL a. PM1U20_15 PMSU20_15 PMSU20_20_ (jPMSU20_25 PMSU30_20 PMSU30_28 PMSU40_40 PSWC30_28 PSWC40_40 PSWC56_40 PSWC56_53 PSWC56_68 PSWC56_78 PSW30_28 PSW50_42 PSW50_50 PSW70_70 PSW100_60 PSW100_80 PSW100_100 CSW150_134 CSW200_164 CSW240_160 0.7 0.7 1.1 3> 2.0 3.0 6.0 3.0 6.0 9.0 14 19 25 0.5 0.5 0.7 1.0 1.3 1.9 3.9 3.0 9.0 11 26 30 50 64 1.9 3.9 5.8 9.0 12 16 .02 .02 .03 .05 .06 .08 .17 10 148 270 300 1.9 5.8 7.1 17 19 32 41 .08 .17 .25 .40 .54 .71 11 95 174 194 .08 .25 .31 .74 .85 1.4 1.8 12 4.2 7.6 8.5 13 Conversion: 1cfs = 0.0283 cubic nneters per second, or 1 M^/sec - 35.31 cfs 1cfs = 0.64512 MGD or 1 MGD = 1.55 cfs MODEL DESIGNATIONS — Screen Diameter FSW = Fiberglass Storm Water • PSW = Precast Storm Water PSWC= Precast Storm Water Concentric CSW = Cast in Place Storm Water PMSU= Precast Manhole Storm Water Unit Feet "J Tenths of a Foot -- * L or R designates the location of the CDS when looking downstream. (L)eft represents being placed on the Left side of the stormdrain, (R)ight is placed on the right side. ^ Screen Height X X _ X X (L or R)* I Tenths of a Foot Feet w-.'^—-7,,,,, ? T "y . J ^ "'"^^^^ TCCHNQLOCIES La Costa Greens - Phase I (Neighborhoods 1.08 - 1.14) Tentative Map Drainage Study CHAPTER 4 - TREATMENT OF FIRST FLUSH RUNOFF 4.3 - Neighborhood 1.11 Treatment Unit EM Ii:\reports\2352\050\a03.doc w.o. 2352-50 1/16/2003 10:07 AM / HO, / 6.6/^Cl LA COSTA GREENS (NEIGHBORHOOD 1.11) - Storm Water Quality Facility Sizing RUNOFF HYDROGRAPH (SBUH METHOD - 6-Hour Stonn Event) Given: Area = Pt dt Tc = % IMP = 11.1 0.65 10.0 19.8 26% acres inches (Totel rainfall for an 85th percentile - 24 hour stonn event) min. min. (Developed site conditions) PERVIOUS Parcel Area = 8.2 CN = 68 S = 4.71 0.28 = 0.94 IMPERVIOUS Parcel acres /^rea = 2.9 CN = 98 S = 0.20 0.2S = 0.04 acres (assuming dry antecedent moisture condition) Compute: Developed Conditions Runoff hydrograph Column (3) = Rainfall Distribution for San Diego County Column (4) = Col. (3) x R = 85th percentile - 6 Hour Hyetograph at this location. Column (5) = Accumulated Sum of Col. (4) Column (6) = [If P <= 0.28] = 0; use PERVIOUS Area"S" value. [If P > 0.28] = (Col.(5) - 0.28)'/(Col.(5) + 0.88); use PERVIOUS AreilS" value. Column (7) = Col.(6) of present time step - Col.(6) of previous time step Column (8) = Same method as for Col.(6), except use the IMPERVIOUS Area "S" value. Column (9) = Col.(8) ofthe present time step - Col.(8) of the previous time step. Column (10) = ((PERVIOUS area / Totel area) x Col.(7)) + ((IMPERVIOUS area / Totel area) x Col.(9)) Column(11) = (60.5xCol.(10)xTotalArea)/10(dt=10minutes): Routing Constent. w = dt / (2Tc + dt) = 0.2015 Column (12) = Col.(12) of previous tima step -f (w x [Col.(11) of previous time step + Col.(11) of preseni time step - (2 x Col.(12) of previous time step)]) (1) Pervious Area Impervious Area (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) e Time Rainfall Incre-Accumu-Accumu-Incre-Accumu-Incre-Totel Instent design ient Time distri-mentel lated lated mentel lated mentel RunofF hydro-hydro-ient bution , Rainfall Rainfell Runoff Runoff RunofF Runoff graph graph min. %ofR in. in. in. in. in. in. in. cfs cfs A AA 1 10 0.0166 0.0108 0.0108 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 0.00 2 20 0.0166 0.0108 0.0216 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 0.00 3 30 0.0166 0.0108 0.0324 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 0.00 4 40 0.0200 0.0130 0.0454 0.0000 0.0000 0.0001 0.0001 0.0000 0.00 0.00 5 50 0.0200 0.0130 0.0584 0.0000 0.0000 0.0014 0.0013 0.0003 0.02 0.01 6 60 0.0200 0.0130 0.0714 0.0000 0.0000 0.0040 0.0026 0.0007 0.05 0.02 7 70 0.0226 0.0147 0.0861 0.0000 0.0000 0.0082 0.0042 0.0011 0.07 0.03 8 80 0.0226 0.0147 0.1008 0.0000 0.0000 0.0136 0.0054 0.0014 0.09 0.05 9 90 0.0226 0.0147 0.1154 0.0000 0.0000 0.0200 0.0064 0.0017 0.11 0.07 10 100 0.0334 0.0217 0.1372 0.0000 0.0000 0.0309 0.0109 0.0029 0.19 0.11 11 110 0.0334 0.0217 0.1589 0.0000 0.0000 0.0433 0.0124 0.0032 0.22 0.15 12 120 0.0334 0.0217 0.1806 0.0000 0.0000 0.0568 0.0135 0.0036 0.24 0.18 13 130 0.0778 0.0506 0.2311 0.0000 0.0000 0.0918 0.0350 0.0092 0.62 0.28 14 140 0.0778 0.0506 0.2817 0.0000 0.0000 0.1304 0.0386 0.0101 0.68 0.43 15 150 0.0778 0.0506 0.3322 0.0000 0.0000 0.1714 0.0410 0.0108 0.72 0.54 16 160 0.0334 0.0217 0.3540 0.0000 0.0000 0.1896 0.0182 0.0048 0.32 0.53 17 170 0.0334 0.0217 0.3757 0.0000 0.0000 0.2080 0.0185 0.0048 0.32 0.45 «<peak SBUH-CDS-V0RTECH_111 ,xls 1 Of 2 1/10/2CC3 LA COSTA GREENS (NEIGHBORHOOD 1.11) - Storm Water Quality Facility Sizing (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) Time Time Rainfall Incre-Accumu-Accumu-Inae-Accumu-Incre-Totel Instent design Increment distri-mentel lated lated mentel lated mental Runoff hydro-hydro- bution Rainfall Rainfall Runoff Runoff Runoff Runoff graph graph min. %ofR In. in. in. in. in. in. in. cfs cfs 18 180 0.0334 0.0217 0.3974 0.0000 0.0000 0.2268 0.0187 0.0049 0.33 0.40 19 190 0.0316 0.0205 0.4179 0.0000 0.0000 0.2447 0.0179 0.0047 0.32 0.37 20 200 0.0316 0.0205 0.4385 0.0000 0.0000 0.2628 0.0181 0.0048 0.32 0.35 21 210 0.0316 0.0205 0.4590 0.0000 0.0000 0.2810 0.0183 0.0048 0.32 0.34 22 220 0.0234 0.0152 0.4742 0.0000 0.0000 0.2946 0.0136 0.0036 0.24 0.31 23 230 0.0234 0.0152 0.4894 0.0000 0.0000 0.3083 0.0137 0.0036 0.24 0.28 24 240 0.0233 0.0151 0.5046 0.0000 0.0000 0.3220 0.0137 0.0036 0.24 0.27 25 250 0.0213 0.0138 0.5184 0.0000 0.0000 0.3346 0.0126 0.0033 0.22 0.25 26 260 0.0213 0.0138 0.5322 0.0000 0.0000 0.3472 0.0126 0.0033 0.22 0.24 27 270 0.0213 0.0138 0.5461 0.0000 0.0000 0.3599 0.0127 0.0033 0.22 0.23 28 280 0.0175 0.0114 0.5575 0.0000 0.0000 0.3704 0.0104 0.0027 0.18 0.22 29 290 0.0175 0.0114 0.5688 0.0000 0.0000 0.3808 0.0105 0.0028 0.18 0.21 30 300 0.0175 0.0114 0.5802 0.0000 0.0000 0.3913 0.0105 0.0028 0.18 0.20 31 310 0.0183 0.0119 0.5921 0.0000 0.0000 0.4024 0.0110 0.0029 0.19 0.19 32 320 0.0183 0.0119 0.6040 0.0000 0.0000 0.4134 0.0110 0.0029 0.19 0.19 33 330 0.0183 0.0119 0.6159 0.0000 0.0000 0.4245 0.0111 0.0029 0.19 0.19 34 340 0.0175 0.0114 0.6273 0.0000 0.0000 0.4351 0.0106 0.0028 0.19 0.19 35 350 0.0175 0.0114 0.6387 0.0000 0.0000 0.4457 0.0106 0.0028 0.19 0.19 36 360 0.0175 0.0114 0.6500 0.0000 0.0000 0.4563 0.0106 0.0028 0.19 0.19 37 370 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.15 38 380 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.09 39 390 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.05 40 400 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.03 41 410 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.02 42 420 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.01 43 430 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.01 44 440 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.00 45 450 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.00 46 460 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.00 47 470 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.00 48 480 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.00 Time • 8.0 hours (Found by summing this column and multiplying by 600.600 is the conversion required to convert SUM(Q) in cfe to totel volume in cubic feet as follows: V = 8UM(Q)xdt (cu.ft.) = (cu.ft/s) X (10 min.) x (60 s/min.) Total Volume of Runoff = Peak Hour Rainfall Intensity = Total Flowrate of Runoff = 4815 cu.ft.' 0.11 ac-ft 0.217 in/hr 0.54 cfe SBUH-CDS-V0RTECH_111 xls 2 Of 2 1/10/2003 o ce. m TABLE — A MODEL PERFORMANCE CAPABILITY MODEL NUMBER FSW2Q_20 FSW30_28 DESIGN FLOW RATE CFS 1.1 3.0 MGD 0.7 1.9 M Vsec .03 .08 REFERENCE PAGE PMIU20_15 PMSU20_15 PMSU20_25 PMSU30_20 PMSU30_28 PMSU40_40 0.7 0.7 1.6 2.0 3.0 6.0 0.5 0.5 0.7 1.0 1.3 1.9 3.9 .02 .02 .03 .05 .06 .08 .17 10 Ui D. PSWC30_28 PSWC40_40 PSWC56_40 PSWC56_53 PSWC56_68 PSWC56_78 PSW30_28 PSW50_42 PSW50_50 PSW70_70 PSW100_60 PSW100_80 PSW100_100 CSW150_134 CSW200_1 64 CSW240_160 3.0 6.0 9.0 14 19 25 3.0 9.0 11 26 30 50 64 1.9 3.9 5.8 9.0 12 16 148 270 300 1.9 5.8 7.1 17 19 32 41 .08 .17 .25 .40 .54 .71 95 174 194 .08 .25 .31 .74 .85 1.4 1.8 11 4.2 7.6 8.5 12 13 Conversion: Icfs = 0.0283 cubic meters per second, or 1 MVSBC - 35.31 cfs Icfs = 0.64512 MGD or 1 MGD = 1.55 cfs MODEL DESIGNATIONS , ^ I Screen Diameter FSW = Rberglass Storm Water — PSW = Precast Storm Water PSWC= Precast Storm Water Concentric CSW = Cast in Place Storm Water PMSU= Precast Manhole Storm Water Unit Screen Height X X _ X X (L or R)* Feet Tenths of a Foot - * L or R designates the iocation of the CDS when looking downstream. (L)eft represents being placed on the Left side of the stormdrain, (R)ight is placed on the right side. ^— Tenths of a Foot Peet I ^jgijr TCCMNOLOaES La Costa Greens - Phase i (Neighborhoods 1.08 -1.14) Tentative Map Drainage Study CHAPTER 4 - TREATMENT OF FIRST FLUSH RUNOFF 4.4 - Neighborhood 1.14 Treatment Unit EM h:\repoi1s\2352\050^03.cloc w.o. 2352-50 1/16/2003 10:07 AM LA COSTA GREENS (NEIGHBORHOODS 1.12 SOUTH, 1.13,1.14) - Storm Water Quality Facility Sizing RUNOFF HYDROGRAPH (SBUH METHOD - 6-Hour Stomfi Event) Given: Area = 62.1 acres R 0.65 Inches (Totel rainfell for an 8Sth percentile - 24 hour storm event) dt 10.0 min. Tc = 17.2 min. (Developed site conditions) % IMP = 28% PERVIOUS Parcel IMPERVIOUS Parcel /Vrea = 44.5 acres Area = 17.6 acres CN 68 CN = 98 (assuming dry antecedent moisture condition) 8 4.71 8 = 0.20 0,28 = 0.94 0.28 = 0.04 Compute: Developed Conditions RunofF hydrograph Column (3) = Rainfall Distribution for San Diego County Column (4) = Col. (3) x Pt = 85th percentile - 6 Hour Hyetograph at this location. Column (5) = Accumulated Sum of Col. (4) Column (6) = [If P <= 0.28] = 0; use PERVIOUS Area "S" value. [If P > 0.28] = (Col.(5) - 0.28)'/(Col.(5) + 0.88); use PERVIOUS Area "8" value. Column (7) = Col.(6) of present time step - Col.(6) of previous time step Column (8) = Same method as for Col.(6), except use ttie IMPERVIOUS Area "S" value. Column (9) = Col.(8) of the present Ume step - Col.(8) of the previous time step. Column (10) = ((PERVIOUS area / Totel area) x Col.(7)) + ((IMPERVIOUS area / Totel area) x Col.(9)) Column (11) = (60.5 x Col.(IO) x Totel Area) /10 (dt = 10 minutes); Routing Constent, w = dt / (2Tc + dt) = 0.2250 (JOIumn (V^) = UO\.{r^) ot previous time step + (wx IU0I.(11) or previous time step-i- i;oi.(11) or present time step - x i;oi.(1^) OT previous time step)J) (1) Pen/ious Area Impervious Area (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) s Time Rainfell Incre-Accumu-Accumu-Incre-Accumu-Incre-Totel Instent design lent distii-mentel lated lated mentel lated mentel Runoff hydro-hydro- bution Rainfall Rainfall Runoff RunofF Runoff Runoff graph graph min. %ofR in. in. in. in. in. in. in. cfs cfs 1 10 0.0166 0.0108 0.0108 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 0.00 2 20 0.0166 0.0108 0.0216 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 0.00 3 30 0.0166 0.0108 0.0324 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 0.00 4 40 0.0200 0.0130 0.0454 0.0000 0.0000 0.0001 0.0001 0.0000 0.01 0.00 5 50 0.0200 0.0130 0.0584 0.0000 0.0000 0.0014 0.0013 0.0004 0.14 0.03 6 60 0.0200 0.0130 0.0714 0.0000 0.0000 0.0040 0.0026 0.0007 0.28 0.11 7 70 0.0226 0.0147 0.0861 0.0000 0.0000 0.0082 0.0042 0.0012 0.45 0.22 8 80 0.0226 0.0147 0.1008 0.0000 0.0000 0.0136 0.0054 0.0015 0.57 0.35 9 90 0.0226 0.0147 0.1154 0.0000 0.0000 0.0200 0.0064 0.0018 0.68 0.48 10 100 0.0334 0.0217 0.1372 0.0000 0.0000 0.0309 0.0109 0.0031 1.16 0.68 11 110 0.0334 0.0217 0.1589 0.0000 0.0000 0.0433 0.0124 0.0035 1.31 0.93 12 120 0.0334 0.0217 0.1806 0.0000 0.0000 0.0568 0.0135 0.0038 1.44 1.13 13 130 0.0778 0.0506 0.2311 0.0000 0.0000 0.0918 0.0350 0.0099 3.72 1.78 14 140 0.0778 0.0506 0.2817 0.0000 0.0000 0.1304 0.0386 0.0109 4.10 2.74 15 150 0.0778 0.0506 0.3322 0.0000 0.0000 0.1714 0.0410 0.0116 4.36 3.41 16 160 0.0334 0.0217 0.3540 0.0000 0.0000 0.1896 0.0182 0.0051 1.93 3.29 17 170 0.0334 0.0217 0.3757 0.0000 0.0000 0.2080 0.0185 0.0052 1.96 2.69 «<peak SBUH-CDS-VORTECH 112south 113 114.xis 1 Of 2 1/10C003 LA COSTA GREENS (NEIGHBORHOODS 1.12 SOUTH, 1.13,1.14) - Storm Water Quality Facility Sizing (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) Time Time Rainfall Incre-Accumu-Accumu-Incre-Accumu-Incre-Totel Instent design increment distii-mentel lated lated mentel lated mentel Runoff hydro-hydro- bution Rainfall Rainfall RunofF Runoff Runoff Runoff graph graph min. %OfPt in. in. in. in. in. in. in. cFs cfe 18 180 0.0334 0.0217 0.3974 0.0000 0.0000 0.2268 0.0187 0.0053 1.99 2.37 19 190 0.0316 0.0205 0.4179 0.0000 0.0000 0.2447 0.0179 0.0051 1.90 2.18 20 200 0.0316 0.0205 0.4385 0.0000 0.0000 0.2628 0.0181 0.0051 1.92 2.06 21 210 0.0316 0.0205 0.4590 0.0000 0.0000 0.2810 0.0183 0.0052 1.94 2.00 22 220 0.0234 0.0152 0.4742 0.0000 0.0000 0.2946 0.0136 0.0039 1.45 1.86 23 230 0.0234 0.0152 0.4894 0.0000 0.0000 0.3083 0.0137 0.0039 1.45 1.68 24 240 0.0233 0.0151 0.5046 0.0000 0.0000 0.3220 0.0137 0.0039 1.46 1.58 25 250 0.0213 0.0138 0.5184 0.0000 0.0000 0.3346 0.0126 0.0036 1.34 1.50 26 260 0.0213 0.0138 0.5322 0.0000 0.0000 0.3472 0.0126 0.0036 1.34 1.43 27 270 0.0213 0.0138 0.5461 0.0000 0.0000 0.3599 0.0127 0.0036 1.35 1.39 28 280 0.0175 0.0114 0.5575 0.0000 0.0000 0.3704 0.0104 0.0030 1.11 1.32 29 290 0.0175 0.0114 0.5688 0.0000 0.0000 0.3808 0.0105 0.0030 1.11 1.22 30 300 0.0175 0.0114 0.5802 0.0000 0.0000 0.3913 0.0105 0.0030 1.12 1.18 31 310 0.0183 0.0119 0.5921 0.0000 0.0000 0.4024 0.0110 0.0031 1.17 1.16 32 320 0.0183 0.0119 0.6040 0.0000 0.0000 0.4134 0.0110 0.0031 1.17 1.17 33 330 0.0183 0.0119 0.6159 0.0000 0.0000 0.4245 0.0111 0.0031 1.18 1.17 34 340 0.0175 0.0114 0.6273 0.0000 0.0000 0.4351 0.0106 0.0030 1.13 1.16 35 350 0.0175 0.0114 0.6387 0.0000 0.0000 0.4457 0.0106 0.0030 1.13 1.15 36 360 0.0175 0.0114 0.6500 0.0000 0.0000 0.4563 0.0106 0.0030 1.13 1.14 37 370 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.88 38 380 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.48 39 390 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.27 40 400 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.15 41 410 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.08 42 420 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.04 43 430 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.02 44 440 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.01 45 450 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.01 46 460 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.00 47 470 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.00 48 480 0.0000 0.0000 0.6500 0.0000 0.0000 0.4563 0.0000 0.0000 0.00 0.00 Time •• 8.0 hours (Found by summing this column and multiplying by 600. 600 is the conversion required to convert SUM(Q) in cfe to totel volume in cubic feet as follows: V = 8UM(Q)xdt (cu.ft.) = (cu.ft/s) x (10 min.) x (60 s/min.) Total Volume of Runoff = Peak Hour Rainfall Intensity = Total Flowrate of Runoff = 29101 cu.ft.' 0.67 ac-ft 0.217 in/hr 3.41 cfe SBUH-CDS-VORTECH_112south_113_114.xls 2 of 2 1/10/2003 << Hi • V.'-" r^^-*• >'.-«3C* I o^- . -r the VortecM Stormwater Treatment System Perforated Covers ^ / Seal S'te 5' INV. I 3to4' 6'to 9' Typical 1 11 Plan View To begin the design of your Vortechs System, refer to the sizing chart below and com- plete a Specifier's Worksheet to provide details about your site and design flows. Then simply fax or mail the worksheet to Vortechnics with your site plan, and we'll produce detailed Vortechs System scale draw- ings free of charge. Elevation View Engineering Notes ^llZ^Z^i^^ » "Waw sizing criteria is based on providing one square foot of arit ' SS= rh^^^^^^T-^"" aP'" °f P^^" "^^'S" A™ (e.g.. lOyiar stoi^^) For mori detaila about Vortechnics sizing criteria refer to Vbrteohnics Technical Bulletin 3. '•"rmj. rorrriore B) Sediment storage volume assumes a 3 foot sump. ' fL?"^""" "^"^"f ™V vary depending on the specific application. Any alterabcns to the sizinq chart soecifi-' rVor^:'&™sSaT'~^ =f™H'tI,'!^!!;?h * « =P6<=ifl= requirement for spill conlainment can be nl^m^T™^'^^^^ '^'^ model. Vortechnics technicai staff wiB o^tirrtza ™ geometry to meet coritainment requirements w/ithin a correctly sized Vortechs System. Metric Specificatian Chart amilable by calling Vortechnics at [307] 87B.3B63. Vortechs System Inlet/Outlet Configurations Vortechs Systems can be configured to accommo- date various inlet and outlet pipe orientations. The inlet pipe can enter the end or side of the tank at right angles - outlet pipes can exit the end or the side of system at most angles. End Iniet \ Side iniet jJ Offline U Pretreatment To Outfall La Costa Greens - Phase I (Neighborhoods 1.08 -1.14) Tentative Map Drainage Study CHAPTER 5 - RATIONAL METHOD FLOWRATE DETERMINATION (ULTIMATE CONDITIONS) 5.1 - 50-Year Hydrologic Model for Neighborhoods 1.08,1.09 & 1.12 EM h.Viports\23S2\0S0Va03.doc w.o. 2352-50 1/16/2003 10:07 AM ***************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/99 License ID 1239 Analysis prepared by: Hunsaker & Associates San Diego, Inc. 10179 Huennekens Street San Diego, California (619) 558-4500 Planning Engineering Surveying ************************** DESCRIPTION OF STUDY ************************** * LA COSTA GREENS - NEIGHBORHOODS 1.08, 1.09, & 1.12 NORTH * * lOO-YEAR DEVELOPED CONDITION HYDROLOGY ANALYSIS * * W.0.# 2352-46/47/49 * ************************************************************************** FILE NAME: H:\AES99\2352\4 6\COMP100.DAT TIME/DATE OF STUDY: 15:35 1/10/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED + -I- I I I BEGIN NEIGHBORHOOD 1.12 (NORTHERN SUBAREA) I I I + + **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4 600 INITIAL SUBAREA FLOW-LENGTH = 400.00 UPSTREAM ELEVATION = 360.00 DOWNSTREAM ELEVATION = 340.00 ELEVATION DIFFERENCE = 20.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.475 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.753 SUBAREA RUNOFF(CFS) = 3.38 TOTAL AREA(ACRES) = 1.96 TOTAL RUNOFF(CFS) = 3.38 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA«<« UPSTREAM ELEVATION = 340.00 DOWNSTREAM ELEVATION = 304.1( STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 14.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.17 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.27 HALFSTREET FLOODWIDTH(FEET) = 7.29 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.43 PRODUCT OF DEPTH&VELOCITY = 1.75 STREETFLOW TRAVELTIME(MIN) = 1.04 TC(MIN) = 14.51 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.578 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4 600 SUBAREA AREA(ACRES) = 0.96 SUBAREA RUNOFF(CFS) = 1.58 SUMMED AREA(ACRES) = 2.92 TOTAL RUNOFF(CFS) = 4.96 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOODWIDTH(FEET) = 8.18 FLOW VELOCITY(FEET/SEC.) = 6.31 DEPTH*VELOCITY = 1.83 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.51 RAINFALL INTENSITY(INCH/HR) = 3.58 TOTAL STREAM AREA(ACRES) = 2.92 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.96 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 3.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA) RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 12.55(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 710.00 UPSTREAM ELEVATION = 410.00 DOWNSTREAM ELEVATION = 304.16 ELEVATION DIFFERENCE = 105.84 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.929 SUBAREA RUNOFF(CFS) = 2.78 TOTAL AREA (ACRES) = 2.02 TOTAL RUNOFF-{CFS) = 2.78 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.55 RAINFALL INTENSITY(INCH/HR) = 3.93 TOTAL STREAM AREA(ACRES) = 2.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.78 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.96 14.51 3.578 2.92 2 2.78 12.55 3.929 2.02 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.30 12.55 3.929 2 7.49 14.51 3.578 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.49 Tc(MIN.) = 14.51 TOTAL AREA(ACRES) = 4.94 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 5.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.4 UPSTREAM NODE ELEVATION = 295.32 DOWNSTREAM NODE ELEVATION = 294.40 FLOWLENGTH(FEET) = • 31.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 7.49 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 14.57 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.57 RAINFALL INTENSITY{INCH/HR) = 3.57 TOTAL STREAM AREA(ACRES) = 4.94 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.4 9 **************************************************************************** FLOW PROCESS FROM NODE 84.00 TO NODE 84.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 20.77 RAIN INTENSITY(INCH/HOUR) = 2.84 TOTAL AREA(ACRES) = 79.13 TOTAL RUNOFF(CFS) = 129.80 **************************************************************************** FLOW PROCESS FROM NODE 84.00 TO NODE 5.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 25.2 UPSTREAM NODE ELEVATION = 300.00 DOWNSTREAM NODE ELEVATION = 294.40 FLOWLENGTH(FEET) = 82.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 129.80 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 20.82 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 20.82 RAINFALL INTENSITY(INCH/HR) = 2.83 TOTAL STREAM AREA(ACRES) = 79.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 129.80 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4 600 INITIAL SUBAREA FLOW-LENGTH = 480.00 UPSTREAM ELEVATION = 359.30 DOWNSTREAM ELEVATION = 354.00 ELEVATION DIFFERENCE = 5.30 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 24.419 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.558 SUBAREA RUNOFF(CFS) = 1.4 9 TOTAL AREA(ACRES) = 1.27 TOTAL RUNOFF(CFS) = 1.4 9 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA«<« UPSTREAM ELEVATION = 354.00 DOWNSTREAM ELEVATION = 304.16 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 14.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.52 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.25 HALFSTREET FLOODWIDTH(FEET) = 6.40 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.77 PRODUCT OF DEPTH&VELOCITY = 1.21 STREETFLOW TRAVELTIME(MIN) = 2.27 TC(MIN) = 26.69 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.415 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4600 SUBAREA AREA(ACRES) = 1.84 SUBAREA RUNOFF(CFS) = 2.04 SUMMED AREA(ACRES) = 3.11 TOTAL RUNOFF{CFS) = 3.54 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOODWIDTH(FEET) = 7.29 FLOW VELOCITY(FEET/SEC.) = 5.45 DEPTH*VELOCITY = 1.48 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 5.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.6 UPSTREAM NODE ELEVATION = 296.50 DOWNSTREAM NODE ELEVATION = 296.00 FLOWLENGTH(FEET) = 5.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 3.54 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 26.70 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 26.70 RAINFALL INTENSITY(INCH/HR) = 2.41 TOTAL STREAM AREA(ACRES) = 3.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.54 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.49 14.57 3.569 4.94 2 129.80 20.82 2.834 79.13 3 3.54 26.70 2.415 3.11 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 112.97 14.57 3.569 2 138.77 20.82 2.834 3 119.19 26.70 2.415 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 138.77 Tc(MIN.) = 20.82 TOTAL AREA(ACRES) = 87.18 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 9.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 31.6 UPSTREAM NODE ELEVATION = 294.00 DOWNSTREAM NODE ELEVATION = 24 6.33 FLOWLENGTH(FEET) = 425.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 138.77 TRAVEL TIME(MIN.) = 0.22 TC{MIN.) = 21.05 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 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.) = 21.05 RAINFALL INTENSITY(INCH/HR) = 2.81 TOTAL STREAM AREA(ACRES) = 87,18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 138.77 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 11.24(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 340.00 UPSTREAM ELEVATION = 330.00 DOWNSTREAM ELEVATION = 254.20 ELEVATION DIFFERENCE =75.80 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.219 SUBAREA RUNOFF(CFS) = 1.65 TOTAL AREA(ACRES) = 1.12 TOTAL RUNOFF(CFS) = 1.65 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 9.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.4 UPSTREAM NODE ELEVATION = 248.90 DOWNSTREAM NODE ELEVATION = 247.50 FLOWLENGTH(FEET) = 68.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.65 TRAVEL TIME(MIN.) = 0.21 TC(MIN.) = 11.45 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.45 RAINFALL INTENSITY(INCH/HR) = 4.17 TOTAL STREAM AREA(ACRES) = 1.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.65 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY - AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 138.77 21.05 2.815 87.18 2 1.65 11.45 4.169 1.12 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 95.34 11.45 4.169 2 139.88 21.05 2.815 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 139.88 Tc(MIN.) = 21.05 TOTAL AREA(ACRES) = 88.30 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 20.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 36.5 UPSTREAM NODE ELEVATION = 24 6.00 DOWNSTREAM NODE ELEVATION = 201.00 FLOWLENGTH(FEET) = 271.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 139.88 TRAVEL TIME(MIN.) = 0.12 TC(MIN.) = 21.17 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 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.) = 21.17 RAINFALL INTENSITY(INCH/HR) = 2.80 TOTAL STREAM AREA(ACRES) = 88.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 139.88 **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 7 »>»USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 17.82 RAIN INTENSITY(INCH/HOUR) = 3.13 TOTAL AREA(ACRES) = 18.90 TOTAL RUNOFF(CFS) = 34.40 **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.134 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3500 SUBAREA AREA(ACRES) = 7.28 SUBAREA RUNOFF(CFS) = 7.99 TOTAL AREA(ACRES) = 26.18 TOTAL RUNOFF(CFS) = 42.39 TC(MIN) = 17.82 **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 18.6 UPSTREAM NODE ELEVATION = 207.00 DOWNSTREAM NODE ELEVATION = 201.00 FLOWLENGTH(FEET) = 100.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 42.39 TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 17.91 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.91 RAINFALL INTENSITY(INCH/HR) =3.12 TOTAL STREAM AREA(ACRES) =26.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.39 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 139.88 21.17 2.804 88.30 2 42.39 17.91 3.124 26.18 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) 1 167.95 17.91 3.124 2 177.93 21.17 2.804 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 177.93 Tc(MIN.) = 21.17 TOTAL AREA(ACRES) = 114.48 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 12.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 60.0 INCH PIPE IS 47.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.7 UPSTREAM NODE ELEVATION = 201.00 DOWNSTREAM NODE ELEVATION = 200.00 FLOWLENGTH(FEET) = 180.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 177.93 TRAVEL TIME(MIN.) = 0.28 TC(MIN.) = 21.45 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 21.45 RAINFALL INTENSITY(INCH/HR) = 2.78 TOTAL STREAM AREA(ACRES) = 114.48 PEAK FLOW RATE(CFS) AT CONFLUENCE = 177.93 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4 600 INITIAL SUBAREA FLOW-LENGTH = 430.00 UPSTREAM ELEVATION = 297.00 DOWNSTREAM ELEVATION = 260.00 ELEVATION DIFFERENCE = 37.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.658 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.121 SUBAREA RUNOFF(CFS) = 2.35 TOTAL AREA(ACRES) = 1.24 TOTAL RUNOFF(CFS) = 2.35 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 260.00 DOWNSTREAM ELEVATION = 229.08 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 14.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW{CFS) = 2.90 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.27 HALFSTREET FLOODWIDTH(FEET) = 7.29 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.4 6 PRODUCT OF DEPTH&VELOCITY = 1.21 STREETFLOW TRAVELTIME(MIN) = 1.68 TC(MIN) = 13.34 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.778 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4 600 SUBAREA AREA(ACRES) = 0.63 SUBAREA RUNOFF(CFS) = 1.09 SUMMED AREA(ACRES) = 1.87 TOTAL RUNOFF(CFS) = 3.45 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.27 HALFSTREET FLOODWIDTH(FEET) = 7.29 FLOW VELOCITY(FEET/SEC.) = 5.30 DEPTH*VELOCITY = 1.44 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 12.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 30.2 UPSTREAM NODE ELEVATION = 215.60 DOWNSTREAM NODE ELEVATION = 200.00 FLOWLENGTH(FEET) = 10.50 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.45 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 13.34 ********************* j^****************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.34 RAINFALL INTENSITY(INCH/HR) = 3.78 TOTAL STREAM AREA(ACRES) = 1.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.45 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH = 470.00 UPSTREAM ELEVATION = 304.00 DOWNSTREAM ELEVATION = 260.00 ELEVATION DIFFERENCE = 44.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.778 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.325 SUBAREA RUNOFF(CFS) = 3.67 TOTAL AREA(ACRES) = 0.61 TOTAL RUNOFF(CFS) = 3.67 t*************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 6 »>»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 260.00 DOWNSTREAM ELEVATION = 229.00 STREET LENGTH(FEET) = 410.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 14.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.54 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.29 HALFSTREET FLOODWIDTH(FEET) = 8.18 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.76 PRODUCT OF DEPTH&VELOCITY = 1.67 STREETFLOW TRAVELTIME(MIN) = 1.19 TC(MIN) = 7.19 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.630 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4 600 SUBAREA AREA(ACRES) = 0.67 SUBAREA RUNOFF(CFS) = 1.74 SUMMED AREA(ACRES) = 1.28 TOTAL RUNOFF(CFS) = 5.40 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOODWIDTH(FEET) = 9.07 FLOW VELOCITY(FEET/SEC.) = 5.74 DEPTH*VELOCITY = 1.77 **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 12.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 22.2 UPSTREAM NODE ELEVATION = 217.00 DOWNSTREAM NODE ELEVATION = 200.00 FLOWLENGTH(FEET) = 4 0.50 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER{INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 5.40 TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 7.22 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.22 RAINFALL INTENSITY(INCH/HR) = 5.61 TOTAL STREAM AREA(ACRES) = 1.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.40 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 177.93 21.45 2.781 114.48 2 3.45 13.34 3.777 1.87 3 5.40 7.22 5.615 1.28 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 95.83 7.22 5.615 2 138.08 13.34 3.777 3 183.14 21.45 2.781 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 183.14 Tc(MIN.) = 21.45 TOTAL AREA(ACRES) = 117.63 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 21.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 19.2 UPSTREAM NODE ELEVATION = 200.00 DOWNSTREAM NODE ELEVATION = 198.00 FLOWLENGTH(FEET) = 80.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 183.14 TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 21.52 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.775 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4600 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.06 TOTAL AREA(ACRES) = 117.68 TOTAL RUNOFF(CFS) = 183.21 TC(MIN) =21.52 + I END OF NEIGHBORHOOD 1.12 (NORTHERN SUBAREA) I I BEGIN NEIGHBORHOOD 1.09 -I- **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4800 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 292.00 DOWNSTREAM ELEVATION = 260.00 ELEVATION DIFFERENCE = 32.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.442 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.759 SUBAREA RUNOFF(CFS) =2.81 TOTAL AREA(ACRES) = 1.56 TOTAL RUNOFF(CFS) = 2.81 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 260.00 DOWNSTREAM ELEVATION = 235.00 STREET LENGTH(FEET) = 390.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 14.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.98 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.27 HALFSTREET FLOODWIDTH(FEET) = 7.29 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.61 PRODUCT OF DEPTH&VELOCITY = 1.25 STREETFLOW TRAVELTIME(MIN) = 1.41 TC(MIN) = 14.85 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.525 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 SUBAREA AREA(ACRES) = 3.4 6 SUBAREA RUNOFF(CFS) = 6.34 SUMMED AREA(ACRES) = 5.02 TOTAL RUNOFF(CFS) = 9.16 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.31 HALFSTREET FLOODWIDTH(FEET) = 9.07 FLOW VELOCITY(FEET/SEC.) = 4.87 DEPTH*VELOCITY = 1.50 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) =13.3 UPSTREAM NODE ELEVATION = 225.00 DOWNSTREAM NODE ELEVATION = 224.00 FLOWLENGTH(FEET) = 15.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 9.16 TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 14.87 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.87 RAINFALL INTENSITY(INCH/HR) = 3.52 TOTAL STREAM AREA(ACRES) =5.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.16 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 INITIAL SUBAREA FLOW-LENGTH = 430.00 UPSTREAM ELEVATION = 280.00 DOWNSTREAM ELEVATION = 250.00 ELEVATION DIFFERENCE = 30.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.330 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.197 SUBAREA RUNOFF(CFS) = 2.75 TOTAL AREACACRES) = 1.26 TOTAL RUNOFF(CFS) = 2.75 **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 250.00 DOWNSTREAM ELEVATION = 235.00 STREET LENGTH(FEET) = 235.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 14.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.48 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) =0.27 HALFSTREET FLOODWIDTH(FEET) = 7.29 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.36 PRODUCT OF DEPTH&VELOCITY = 1.46 STREETFLOW TRAVELTIME(MIN) = 0.73 TC{MIN) = 12.06 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.031 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.47 SUMMED AREA(ACRES) = 1.96 TOTAL RUNOFF(CFS) = 4.22 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.29 HALFSTREET FLOODWIDTH(FEET) = 8.18 FLOW VELOCITY(FEET/SEC.) = 5.36 DEPTH*VELOCITY = 1.55 **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 25.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.7 UPSTREAM NODE ELEVATION = 225.00 DOWNSTREAM NODE ELEVATION = 224.00 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 4.22 TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 12.09 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.09 RAINFALL INTENSITY(INCH/HR) = 4.02 TOTAL STREAM AREA(ACRES) = 1.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.22 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.16 14.87 3.522 5.02 2 4.22 12.09 4.024 1.96 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 12.23 12.09 4.024 2 12.85 14.87 3.522 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.85 Tc(MIN.) = 14.87 TOTAL AREA(ACRES) = 6.98 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 21.00 IS CODE >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) =23.6 UPSTREAM NODE ELEVATION = 224.00 DOWNSTREAM NODE ELEVATION = 198.00 FLOWLENGTH(FEET) = 105.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 12.85 TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 14.95 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM NUMBER 1 RUNOFF (CFS) 12.85 Tc (MIN.) 14.95 INTENSITY [INCH/HOUR) 3.511 AREA (ACRE) 6.98 ** MEMORY BANK # STREAM RUNOFF NUMBER (CFS) 1 183.21 1 CONFLUENCE DATA Tc (MIN.) 21.52 INTENSITY [INCH/HOUR) 2.775 AREA (ACRE) 117.68 ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 RUNOFF (CFS) 157.65 193.36 Tc (MIN.) 14.95 21.52 INTENSITY (INCH/HOUR) 3.511 2.775 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 193.36 Tc(MIN.) = TOTAL AREA(ACRES) = 124.66 21.52 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE 12 »»>CLEAR MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 29.00 IS CODE »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 23.2 UPSTREAM NODE ELEVATION = 198.00 DOWNSTREAM NODE ELEVATION = 186.00 FLOWLENGTH(FEET) = 284.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 193.36 TRAVEL TIME(MIN.) = 0.20 TC(MIN.) = 21.73 **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 10 »>»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 255.40 DOWNSTREAM ELEVATION = 245.00 ELEVATION DIFFERENCE = 10.40 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 18.288 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.082 SUBAREA RUNOFF(CFS) = 2.53 TOTAL AREA(ACRES) = 1.58 TOTAL RUNOFF(CFS) = 2.53 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 245.00 DOWNSTREAM ELEVATION = 231.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 14.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF =^ 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.43 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.29 HALFSTREET FLOODWIDTH(FEET) = 8.18 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.35 PRODUCT OF DEPTH&VELOCITY = 1.26 STREETFLOW TRAVELTIME(MIN) = 1.15 TC(MIN) = 19.44 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.963 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 SUBAREA AREA(ACRES) = 1.16 SUBAREA RUNOFF(CFS) = 1.79 SUMMED AREA(ACRES) = 2.74 TOTAL RUNOFF(CFS) = 4.32 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.31 HALFSTREET FLOODWIDTH(FEET) = 9.07 FLOW VELOCITY(FEET/SEC.) = 4.59 DEPTH*VELOCITY = 1.41 **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.8 UPSTREAM NODE ELEVATION = 221.00 DOWNSTREAM NODE ELEVATION = 220.00 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 4.32 TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 19.47 **************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.47 RAINFALL INTENSITY(INCH/HR) = 2.96 TOTAL STREAM AREA(ACRES) = 2.74 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.32 **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 INITIAL SUBAREA FLOW-LENGTH = 350.00 UPSTREAM ELEVATION = 255.80 DOWNSTREAM ELEVATION = 250.00 ELEVATION DIFFERENCE = 5.80 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 16.505 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.293 SUBAREA RUNOFFICFS) = 5.27 TOTAL AREA(ACRES) = 3.08 TOTAL RUNOFF(CFS) = 5.27 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 250.00 DOWNSTREAM ELEVATION = 232.00 STREET LENGTH(FEET) = 270.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 13.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.44 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.31 HALFSTREET FLOODWIDTH(FEET) = 9.37 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.4 6 PRODUCT OF DEPTH&VELOCITY = 1.71 STREETFLOW TRAVELTIME(MIN) = 0.82 TC(MIN) = 17.33 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.191 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.33 SUMMED AREA(ACRES) = 3.28 TOTAL RUNOFF(CFS) = 5.61 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOODWIDTH(FEET) = 9.37 FLOW VELOCITY(FEET/SEC.) = 5.63 DEPTH*VELOCITY = 1.77 **************************************************************************** FLOW PROCESS FROM NODE 36.00 TO NODE 33.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.0 UPSTREAM NODE ELEVATION = 222.00 DOWNSTREAM NODE ELEVATION = 220.00 FLOWLENGTH(FEET) = 35.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 5.61 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 17.38 **************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.38 RAINFALL INTENSITY(INCH/HR) = 3.18 TOTAL STREAM AREA(ACRES) = 3.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.61 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) -(ACRE) 1 4.32 19.47 2.960 2.74 2 5.61 17.38 3.185 3.28 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.62 17.38 3.185 2 9.53 19.47 2.960 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.62 Tc(MIN.) = 17.38 TOTAL AREA(ACRES) = 6.02 **************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 37.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.8 UPSTREAM NODE ELEVATION = 220.00 DOWNSTREAM NODE ELEVATION = 190.50 FLOWLENGTH(FEET) = 640.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 9.62 TRAVEL TIME(MIN.) = 0.91 TC(MIN.) = 18.29 **************************************************************************** FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 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.) = 18.29 RAINFALL INTENSITY(INCH/HR) = 3.08 TOTAL STREAM AREA(ACRES) = 6.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.62 **************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 INITIAL SUBAREA FLOW-LENGTH = 4 60.00 UPSTREAM ELEVATION = 232.00 DOWNSTREAM ELEVATION = 219.00 ELEVATION DIFFERENCE = 13.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 15.838 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.382 SUBAREA RUNOFF(CFS) = 3.01 TOTAL AREA(ACRES) = 1.71 TOTAL RUNOFF(CFS) = 3.01 **************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 6 »>»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 219.00 DOWNSTREAM ELEVATION = 204.86 STREET LENGTH(FEET) = 220.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 14.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.66 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.31 HALFSTREET FLOODWIDTH(FEET) = 9.07 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.95 PRODUCT OF DEPTH&VELOCITY = 1.52 STREETFLOW TRAVELTIME(MIN) = 0.74 TC(MIN) = 16.58 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.283 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 SUBAREA AREA(ACRES) = 1.93 SUBAREA RUNOFF(CFS) = 3.30 SUMMED AREA(ACRES) = 3.64 TOTAL RUNOFF(CFS) = 6.30 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.33 HALFSTREET FLOODWIDTH(FEET) = 9.96 FLOW VELOCITY(FEET/SEC.) = 5.68 DEPTH*VELOCITY'= 1.85 **************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 37.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.4 UPSTREAM NODE ELEVATION = 193.00 DOWNSTREAM NODE ELEVATION = 190.17 FLOWLENGTH(FEET) = 31.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 6.30 TRAVEL TIME (MIN.) = 0.04 TC(MIN.) = 16'. 62 **************************************************************************** FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 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.) = 16.62 RAINFALL INTENSITY(INCH/HR) = 3.28 TOTAL STREAM AREA(ACRES) = 3.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.30 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.62 18.29 3.082 6.02 2 6.30 16.62 3.278 3.64 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 15.35 16.62 3.278 2 15.55 18.29 3.082 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.55 Tc(MIN.) = 18.29 TOTAL AREA(ACRES) = 9.66 **************************************************************************** FLOW PROCESS FROM NODE 37.00 TO NODE 29.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.5 UPSTREAM NODE ELEVATION = 190.17 DOWNSTREAM NODE ELEVATION = 187.50 FLOWLENGTH(FEET) = ' 38.50 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 15.55 TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 18.33 **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM NUMBER 1 RUNOFF (CFS) 15.55 Tc (MIN.) 18.33 INTENSITY (INCH/HOUR) 3.078 AREA (ACRE) 9.66 ** MEMORY BANK # STREAM RUNOFF NUMBER (CFS) 1 193.36 2 CONFLUENCE DATA ** Tc INTENSITY AREA (MIN.) (INCH/HOUR) (ACRE) 21.73 2.758 124.66 ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 RUNOFF (CFS) 188.82 207.29 Tc (MIN.) 18.33 21.73 INTENSITY (INCH/HOUR) 3.078 2.758 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 207.29 Tc(MIN.) = TOTAL AREA(ACRES) = 134.32 21.73 **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 45.00 IS CODE »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 21.7 UPSTREAM NODE ELEVATION = 185.50 DOWNSTREAM NODE ELEVATION = 180.60 FLOWLENGTH(FEET) = 14 6.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 207.29 TRAVEL TIME(MIN.) = 0.11 TC(MIN.) = 21.84 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< **************************************************************************** FLOW PROCESS FROM NODE 38.00 TO NODE 39.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 INITIAL SUBAREA FLOW-LENGTH = 440.00 UPSTREAM ELEVATION = 231.00 DOWNSTREAM ELEVATION = 221.00 ELEVATION DIFFERENCE = 10.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 16.657 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.273 SUBAREA RUNOFF(CFS) = 2.26 TOTAL AREA(ACRES) = 1.33 TOTAL RUNOFF (CFS) = 2.26 **************************************************************************** FLOW PROCESS FROM NODE 39.00 TO NODE 40.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 221.00 DOWNSTREAM ELEVATION = 194.28 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 14.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.03 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.27 HALFSTREET FLOODWIDTH(FEET) = 7.29 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.67 PRODUCT OF DEPTH&VELOCITY = 1.27 STREETFLOW TRAVELTIME(MIN) = 1.43 TC(MIN) = 18.09 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.104 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 SUBAREA AREA(ACRES) = 0.95 SUBAREA RUNOFF(CFS) = 1.53 SUMMED AREA(ACRES) = 2.28 TOTAL RUNOFF(CFS) = 3.80 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.29 HALFSTREET FLOODWIDTH(FEET) = 8.18 FLOW VELOCITY(FEET/SEC.) = 4.82 DEPTH*VELOCITY = 1.40 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.104 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 SUBAREA AREA(ACRES) = 0.47 SUBAREA RUNOFF(CFS) = 0.76 TOTAL AREA(ACRES) = 2.75 TOTAL RUNOFF(CFS) = 4.56 TC(MIN) = 18.09 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 45.00 IS CODE = »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.6 UPSTREAM NODE ELEVATION = 184.20 DOWNSTREAM NODE ELEVATION = 183.10 FLOWLENGTH(FEET) = 11.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 4.56 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 18.10 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 11 »>»CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.56 18.10 3.103 2.75 ** MEMORY BANK # STREAM RUNOFF NUMBER (CFS) 1 207.29 3 CONFLUENCE DATA ** Tc (MIN.) 21.84 INTENSITY (INCH/HOUR) 2.749 AREA (ACRE) 134.32 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 188.20 18.10 3.103 2 211.33 21.84 2.749 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 211.33 Tc(MIN.) = TOTAL AREA(ACRES) = 137.07 21.84 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 3 ««< **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 46.00 TO NODE 47.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 13.27(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 305.00 DOWNSTREAM ELEVATION = 192.40 ELEVATION DIFFERENCE = 112.60 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.790 SUBAREA RUNOFF(CFS) = 11.20 TOTAL AREA(ACRES) = 8.44 TOTAL RUNOFF(CFS) = 11.20 **************************************************************************** FLOW PROCESS FROM NODE 47.00 TO NODE 44.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 27.9 UPSTREAM NODE ELEVATION = 190.00 DOWNSTREAM NODE ELEVATION = 184.33 FLOWLENGTH(FEET) = 12.80 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 11.20 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 13.28 **************************************************************************** FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 IS CODE = 8 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.788 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 SUBAREA AREA(ACRES) = 0.47 SUBAREA RUNOFF(CFS) = 0.93 TOTAL AREA(ACRES) =' 8.91 TOTAL RUNOFF(CFS) = 12.12 TC(MIN) = 13.28 **************************************************************************** FLOW PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE = »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 16.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.2 UPSTREAM NODE ELEVATION = 184.00 DOWNSTREAM NODE ELEVATION = 181.60 FLOWLENGTH(FEET) = 37.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 12.12 TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 13.32 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM NUMBER 1 RUNOFF (CFS) 12.12 Tc (MIN.) 13.32 INTENSITY (INCH/HOUR) 3.780 AREA (ACRE) 8.91 ** MEMORY BANK # STREAM RUNOFF NUMBER (CFS) 1 211.33 1 CONFLUENCE DATA ** Tc INTENSITY AREA (MIN.) (INCH/HOUR) (ACRE) 21.84 2.749 137.07 ** PEAK FLOW RATE TABLE STREAM NUMBER 1 2 RUNOFF (CFS) 165.78 220.14 Tc (MIN.) 13.32 21.84 INTENSITY [INCH/HOUR) 3.780 2.749 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 220.14 Tc(MIN.) = TOTAL AREA(ACRES) = 145.98 21.84 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 4 5.00 TO NODE 48.00 IS CODE = »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 51.0 INCH PIPE IS 41.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.7 UPSTREAM NODE ELEVATION = 181.60 DOWNSTREAM NODE ELEVATION = 180.10 FLOWLENGTH(FEET) = 79.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 220.14 TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 21.91 **************************************************************************** FLOW PROCESS FROM NODE 48.00 TO NODE 48.00 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.) = 21.91 RAINFALL INTENSITY(INCH/HR) = 2.74 TOTAL STREAM AREA(ACRES) = 145.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 220.14 + + I END OF NEIGHBORHOOD 1.09 I I I I BEGIN ALICANTE ROAD I + -I- **************************************************************************** FLOW PROCESS FROM NODE 48.00 TO NODE 48.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.99 RAIN INTENSITY(INCH/HOUR) = 3.66 TOTAL AREA(ACRES) = 12.90 TOTAL RUNOFF(CFS) = 23.71 **************************************************************************** FLOW PROCESS FROM NODE 48.00 TO NODE 48.00 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.) = 13.99 RAINFALL INTENSITY(INCH/HR) = 3.66 TOTAL STREAM AREA(ACRES) = 12.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.71 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 220.li 21.91 2.743 145.98 2 23.71 13.99 3.663 12.90 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) 1 188.53 13.99 3.663 2 237.89 21.91 2.743 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 237.89 Tc(MIN.) = 21.91 TOTAL AREA(ACRES) = 158.88 **************************************************************************** FLOW PROCESS FROM NODE 48.00 TO NODE 49.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 31.1 UPSTREAM NODE ELEVATION = 180.10 DOWNSTREAM NODE ELEVATION = 134.00 FLOWLENGTH(FEET) = 600.00 MANNING'S N_= 0.013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 237.89 TRAVEL TIME(MIN.) = 0.32 TC(MIN.) = 22.23 **************************************************************************** FLOW PROCESS FROM NODE 49.00 TO NODE 49.00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.717 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 0.61 SUBAREA RUNOFF(CFS) = 1.57 TOTAL AREA(ACRES) = 159.49 TOTAL RUNOFF(CFS) = 239.47 TC(MIN) = 22.23 **************************************************************************** FLOW PROCESS FROM NODE 4 9.00 TO NODE 50.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 20.7 UPSTREAM NODE ELEVATION = 134.00 DOWNSTREAM NODE ELEVATION = 131.60 FLOWLENGTH(FEET) = 92.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 239.47 TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 22.31 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLC)W««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.711 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.98 SUBAREA RUNOFF(CFS) = 2.95 TOTAL AREA(ACRES) = 161.47 TOTAL RUNOFF(CFS) = 242.42 TC(MIN) = 22.31 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< DEPTH OF FLOW IN 54.0 INCH PIPE IS 39.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 19.4 UPSTREAM NODE ELEVATION = 131.60 DOWNSTREAM NODE ELEVATION = 112.00 FLOWLENGTH(FEET) = 915.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 242.42 TRAVEL TIME(MIN.) = 0.79 TC{MIN.) = 23.09 **************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.651 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .6500 SUBAREA AREA(ACRES) = 4.05 SUBAREA RUNOFF(CFS) = 6.98 TOTAL AREA(ACRES) = 165.52 TOTAL RUNOFF(CFS) = 249.40 TC(MIN) = 23.09 **************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< + + I END OF ALICANTE ROAD I I ' I I BEGIN NEIGHBORHOOD 1.08 (EASTERN SUBAREA) I + -I- **************************************************************************** FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 11.64(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 351.00 DOWNSTREAM ELEVATION = 235.00 ELEVATION DIFFERENCE = 116.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.124 SUBAREA RUNOFF(CFS) = 7.56 TOTAL AREA(ACRES) = 5.24 TOTAL RUNOFF(CFS) = 7.56 **************************************************************************** FLOW PROCESS FROM NODE 54.00 TO NODE 54.00 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.) = 11.64 RAINFALL INTENSITY(INCH/HR) = 4.12 TOTAL STREAM AREA(ACRES) = 5.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.56 **************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 52.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 16.06 RAIN INTENSITY(INCH/HOUR) = 3.35 TOTAL AREA(ACRES) = 13.63 TOTAL RUNOFF(CFS) = 25.90 **************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 54.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 24.4 UPSTREAM NODE ELEVATION = 255.00 DOWNSTREAM NODE ELEVATION = 230.00 FLOWLENGTH(FEET) = 150.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 25.90 TRAVEL TIME(MIN.) = 0.10 TC(MIN.) = 16.16 **************************************************************************** FLOW PROCESS FROM NODE 54.00 TO NODE 54.00 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.) = 16.16 RAINFALL INTENSITY(INCH/HR) = 3.34 TOTAL STREAM AREA(ACRES) = 13.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.90 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.56 11.64 4.124 5.24 2 25.90 16.16 3.338 13.63 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 28.52 11.64 4.124 2 32.02 16.16 3.338 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.02 Tc(MIN.) = 16.16 TOTAL AREA(ACRES) = 18.87 **************************************************************************** FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.2 UPSTREAM NODE ELEVATION = 230.00 DOWNSTREAM NODE ELEVATION = 226.00 FLOWLENGTH(FEET) = 135.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 32.02 TRAVEL TIME(MIN.) = 0.17 TC(MIN.) = 16.33 **************************************************************************** FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.33 RAINFALL INTENSITY(INCH/HR) = 3.32 TOTAL STREAM AREA(ACRES) = 18.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.02 **************************************************************,j,.^,j^,^..^.^,.j,.j..^,.^..^..^.^..^ FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 11.02(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 330.00 UPSTREAM ELEVATION = 355.00 DOWNSTREAM ELEVATION = 240.00 ELEVATION DIFFERENCE = 115.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.273 SUBAREA RUNOFF(CFS) = 4.01 TOTAL AREA(ACRES) = 2.68 TOTAL RUNOFF(CFS) = 4.01 **************************************************************************** FLOW PROCESS FROM NODE 57.00 TO NODE 55.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.5 UPSTREAM NODE ELEVATION = 230.00 DOWNSTREAM NODE ELEVATION = 226.00 FLOWLENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 4.01 TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 11.06 **************************************************************************** FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.06 RAINFALL INTENSITY(INCH/HR) = 4.26 TOTAL STREAM AREA(ACRES) = 2.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.01 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 32.02 16.33 3.315 18 87 2 4.01 11.06 4.264 2.68 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 28.90 11.06 4.264 2 35.14 16.33 3.315 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS- PEAK FLOW RATE(CFS) = 35.14 Tc(MIN.) =* 16 33 TOTAL AREA(ACRES) = 21 55 **********************^^^^^^^^^^^^^^^^^ r******************., ^FLOW PROCESS FROM NODE 55.00 TO NODE 58.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<<< ==!!!!"!^!!?_^°^^"^^^"^^^^^^^° PIPESIZE (NON-PRESSURE FL0W)««< DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 18.2 UPSTREAM NODE ELEVATION = 226.00 DOWNSTREAM NODE ELEVATION = 177 50 FLOWLENGTH(FEET) = 730.00 MANNING'S N = 0 013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 35 14 TRAVEL TIME(MIN.) = 0.67 TC(MIN.) = 17.00 *************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 58.00 TO NODE 58.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ************* TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE• TIME OF CONCENTRATION(MIN.) =17.00 RAINFALL INTENSITY(INCH/HR) = 3^23 TOTAL STREAM AREA(ACRES) = 21.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.14 *************************,,,,,,,,,,,,^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ ^ FLOW PROCESS FROM NODE 59.00 TO NODE 60.00 IS CODE = 21 METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): ======================= SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = 4 900 INITIAL SUBAREA FLOW-LENGTH = 470.00 UPSTREAM ELEVATION = 242.50 DOWNSTREAM ELEVATION = 224.40 ELEVATION DIFFERENCE = 18.10 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 15.187 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.474 SUBAREA RUNOFF(CFS) = 3.01 TOTAL AREA(ACRES) = 1.77 TOTAL RUNOFF(CFS) = 3.01 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 6 »>»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 224.40 DOWNSTREAM ELEVATION = 187.00 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 13.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.82 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.28 HALFSTREET FLOODWIDTH(FEET) = 7.71 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.76 PRODUCT OF DEPTH&VELOCITY = 1.90 STREETFLOW TRAVELTIME(MIN) = 0.81 TC(MIN) = 16.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.359 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4 900 SUBAREA AREA(ACRES) = 2.19 SUBAREA RUNOFF(CFS) = 3.60 SUMMED AREA(ACRES) = 3.96 TOTAL RUNOFF(CFS) = 6.62 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.31 HALFSTREET FLOODWIDTH(FEET) = 9.37 FLOW VELOCITY(FEET/SEC.) = 6.65 DEPTH*VELOCITY = 2.08 **************************************************************************** FLOW PROCESS FROM NODE 61.00 TO NODE 58.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSqRE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.1 UPSTREAM NODE ELEVATION = 179.00 DOWNSTREAM NODE ELEVATION = 177.50 FLOWLENGTH(FEET) = 15.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER{INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 6.62 TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 16.02 **************************************************************************** FLOW PROCESS FROM NODE 58.00 TO NODE 58.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.02 RAINFALL INTENSITY(INCH/HR) = 3.36 TOTAL STREAM AREA(ACRES) = 3.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.62 **************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 63.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 12.59(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 760.00 UPSTREAM ELEVATION =350.00 DOWNSTREAM ELEVATION = 225.00 ELEVATION DIFFERENCE = 125.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.922 SUBAREA RUNOFF(CFS) = 2.64 TOTAL AREA(ACRES) = 1.92 TOTAL RUNOFF(CFS) = 2.64 **************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 58.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.3 UPSTREAM NODE ELEVATION = 215.00 DOWNSTREAM NODE ELEVATION = 177.50 FLOWLENGTH(FEET) = 330.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.64 TRAVEL TIME(MIN.) = 0.4 9 TC(MIN.) = 13.07 **************************************************************************** FLOW PROCESS FROM NODE 58.00 TO NODE 58.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 13.07 RAINFALL INTENSITY(INCH/HR) = 3.83 TOTAL STREAM AREA(ACRES) = 1.92 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.64 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY ' AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 35.14 17.00 3.231 21.55 2 6.62 16.02 3.357 3.96 3 2.64 13.07 3.827 1.92 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 38.10 13.07 3.827 2 42.75 16.02 3.357 3 43.73 17.00 3.231 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 43.73 Tc(MIN.) = 17.00 TOTAL AREA(ACRES) = 27.43 **************************************************************************** FLOW PROCESS FROM NODE 58.00 TO NODE 64.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.5 UPSTREAM NODE ELEVATION = 177.50 DOWNSTREAM NODE ELEVATION = 174.50 FLOWLENGTH(FEET) = 115.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 43.73 TRAVEL TIME(MIN.) = 0.14 TC(MIN.) = 17.14 **************************************************************************** FLOW PROCESS FROM NODE 64.00 TO NODE 64.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.14 RAINFALL INTENSITY(INCH/HR) = 3.21 TOTAL STREAM AREA(ACRES) = 27.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 43.73 **************************************************************************** FLOW PROCESS FROM NODE 65.00 TO NODE 66.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4900 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 242.00 DOWNSTREAM ELEVATION = 201.00 ELEVATION DIFFERENCE = 41.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.176 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.007 SUBAREA RUNOFF(CFS) = 4.67 TOTAL AREA(ACRES) = 2.38 TOTAL RUNOFF(CFS) = 4.67 **************************************************************************** FLOW PROCESS FROM NODE 66.00 TO NODE 67.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 201.00 DOWNSTREAM ELEVATION = 185.00 STREET LENGTH(FEET) = 2 60.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) =28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 13.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 7.26 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.35 HALFSTREET FLOODWIDTH(FEET) = 11.02 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.44 PRODUCT OF DEPTH&VELOCITY = 1.8 9 STREETFLOW TRAVELTIME(MIN) = 0.80 TC(MIN) = 12.97 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.84 6 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4 900 SUBAREA AREA(ACRES) = 2.74 SUBAREA RUNOFF(CFS) = 5.16 SUMMED AREA(ACRES) = 5.12 TOTAL RUNOFF(CFS) = 9.84 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOODWIDTH(FEET) = 11.85 FLOW VELOCITY(FEET/SEC.) = 6.46 DEPTH*VELOCITY = 2.35 **************************************************************************** FLOW PROCESS FROM NODE 67.00 TO NODE 64.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.0 UPSTREAM NODE ELEVATION = 176.00 DOWNSTREAM NODE ELEVATION = 174.50 FLOWLENGTH(FEET) = 40.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 9.84 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 13.03 **************************************************************************** FLOW PROCESS FROM NODE 64.00 TO NODE 64.00 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.) = 13.03 RAINFALL INTENSITY(INCH/HR) = 3.83 TOTAL STREAM AREA(ACRES) = 5.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.84 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 43.73 17.14 3.214 27.43 2 9.84 13.03 3.835 5.12 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 46.49 13.03 3.835 2 51.98 17.14 3.214 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 51.98 Tc(MIN.) = 17.14 TOTAL AREA(ACRES) = 32.55 **************************************************************************** FLOW PROCESS FROM NODE 64.00 TO NODE 68.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.2 UPSTREAM NODE ELEVATION = 174.50 DOWNSTREAM NODE ELEVATION = 173.00 FLOWLENGTH(FEET) = 40.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 51.98 TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 17.18 **************************************************************************** FLOW PROCESS FROM NODE 68.00 TO NODE 68.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.18 RAINFALL INTENSITY(INCH/HR) = 3.21 TOTAL STREAM AREA(ACRES) = 32.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 51.98 **************************************************************************** FLOW PROCESS FROM NODE 69.00 TO NODE 70.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4 900 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 291.00 DOWNSTREAM ELEVATION = 250.00 ELEVATION DIFFERENCE = 41.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.17 6 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.007 SUBAREA RUNOFF(CFS) = 6.48 TOTAL AREA(ACRES) = 3.30 TOTAL RUNOFF(CFS) = 6.48 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 IS CODE = 6 »>»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 250.00 DOWNSTREAM ELEVATION = 227.00 STREET LENGTH(FEET) = 215.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 14.00 INTERIOR STREET CROSSFALL(DECIMAL) =0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 8.10 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.27 HALFSTREET FLOODWIDTH(FEET) = 7.29 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.24 PRODUCT OF DEPTH&VELOCITY = 1.70 STREETFLOW TRAVELTIME(MIN) = 0.57 TC(MIN) = 12.75 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.88 9 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4 900 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 3.24 SUMMED AREA(ACRES) = 5.00 TOTAL RUNOFF(CFS) = 9.72 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.29 HALFSTREET FLOODWIDTH(FEET) = 8.18 FLOW VELOCITY(FEET/SEC.) = 6.17 DEPTH*VELOCITY = 1.7 9 **************************************************************************** FLOW PROCESS FROM NODE 71.00 TO NODE 68.00 IS CODE = 3 »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.2 UPSTREAM NODE ELEVATION = 217.00 DOWNSTREAM NODE ELEVATION = 173.00 FLOWLENGTH(FEET) = 405.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 9.72 TRAVEL TIME(MIN.) = 0.42 TC(MIN.) = 13.17 **************************************************************************** FLOW PROCESS FROM NODE 68.00 TO NODE 68.00 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.) = 13.17 RAINFALL INTENSITY(INCH/HR) = 3.81 TOTAL STREAM AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.72 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 51.98 17.18 3.209 32.55 2 9.72 13.17 3.809 5.00 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 53.50 • 13.17 3.809 2 60.16 17.18 3.209 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 60.16 Tc(MIN.) = 17.IJ TOTAL AREA(ACRES) = 37.55 **************************************************************************** FLOW PROCESS FROM NODE 68.00 TO NODE 72.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 22.0 UPSTREAM NODE ELEVATION = 173,00 DOWNSTREAM NODE ELEVATION = 144.50 FLOWLENGTH(FEET) = 390.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 60.16 TRAVEL TIME(MIN.) = 0.30 TC(MIN.) = 17.4 8 **************************************************************************** FLOW PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.48 RAINFALL INTENSITY(INCH/HR) = 3.17 TOTAL STREAM AREA(ACRES) = 37.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 60.16 **************************************************************************** FLOW PROCESS FROM NODE 73.00 TO NODE 74.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4900 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 192.00 DOWNSTREAM ELEVATION = 180.00 ELEVATION DIFFERENCE = 12.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 18.338 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.077 , SUBAREA RUNOFF(CFS) = 4.07 TOTAL AREA(ACRES) = 2.70 TOTAL RUNOFF(CFS) = 4.07 **************************************************************************** FLOW PROCESS FROM NODE 74.00 TO NODE 72.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 180.00 DOWNSTREAM ELEVATION = 154.50 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 14.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.04 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.29 HALFSTREET FLOODWIDTH(FEET) = 8.18 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.40 PRODUCT OF DEPTH&VELOCITY = 1.86 STREETFLOW TRAVELTIME(MIN) = 0.78 TC(MIN) = 19.12 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.995 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4 900 SUBAREA AREA(ACRES) = 1.32 SUBAREA RUNOFF(CFS) = 1.94 SUMMED AREA(ACRES) = 4.02 TOTAL RUNOFF(CFS) = 6.01 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.31 HALFSTREET FLOODWIDTH(FEET) = 9.07 FLOW VELOCITY(FEET/SEC.) = 6.39 DEPTH*VELOCITY = 1.96 **************************************************************************** FLOW PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 19.12 RAINFALL INTENSITY(INCH/HR) = 2.99 TOTAL STREAM AREA(ACRES) = 4.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.01 **************************************************************************** FLOW PROCESS FROM NODE 75.00 TO NODE 76.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION"(APPENDIX X-A) WITH 10-MINUTES ADDED = 10.75(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 200.00 UPSTREAM ELEVATION = 235.00 DOWNSTREAM ELEVATION = 178.00 ELEVATION DIFFERENCE = 57.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.342 SUBAREA RUNOFF(CFS) - 1.7 6 TOTAL AREA(ACRES) = 1.16 TOTAL RUNOFF(CFS) = 1.76 **************************************************************************** FLOW PROCESS FROM NODE 76.00 TO NODE 72.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 16.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.6 UPSTREAM NODE ELEVATION = 168.00 DOWNSTREAM NODE ELEVATION = 144.50 FLOWLENGTH(FEET) = 450.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 1.7 6 TRAVEL TIME(MIN.) = 0.98 TC(MIN.) = 11.73 **************************************************************************** FLOW PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 11.73 RAINFALL INTENSITY(INCH/HR) = 4.10 TOTAL STREAM AREA(ACRES) =1.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.7 6 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 60.16 17.48 3.173 37.55 2 6.01 19.12 2.995 4.02 3 1.76 11.73 4.104 1.16 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 52.67 11.73 4.104 2 67.19 17.48 3.173 3 64.07 19.12 2.995 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 67.19 Tc(MIN.) = 17.48 TOTAL AREA(ACRES) = 42.73 **************************************************************************** FLOW PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.173 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4 900 SUBAREA AREA(ACRES) = 3.01 SUBAREA RUNOFF(CFS) = 4.68 TOTAL AREA(ACRES) = 45.74 TOTAL RUNOFF(CFS) = 71.87 TC(MIN) = 17.48 **************************************************************************** FLOW PROCESS FROM NODE 72.00 TO NODE 77.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 20.9 UPSTREAM NODE ELEVATION = 144.50 DOWNSTREAM NODE ELEVATION = 122.17 FLOWLENGTH(FEET) = 390.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 71.87 TRAVEL TIME(MIN.) = 0.31 TC(MIN.) = 17.79 **************************************************************************** FLOW PROCESS FROM NODE 77.00 TO NODE 77.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.79 RAINFALL INTENSITY(INCH/HR) = 3.14 TOTAL STREAM AREA(ACRES) = 45.74 PEAK FLOW RATE(CFS) AT CONFLUENCE = 71.87 **************************************************************************** FLOW PROCESS FROM NODE 78.00 TO NODE 79.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10.73(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 220.00 UPSTREAM ELEVATION = 230.00 DOWNSTREAM ELEVATION = 150.00 ELEVATION DIFFERENCE =80.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.34 6 SUBAREA RUNOFF(CFS) = 2.51 TOTAL AREA(ACRES) = 1.65 TOTAL RUNOFF(CFS) = 2.51 **************************************************************************** FLOW PROCESS FROM NODE 79.00 TO NODE 77.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.7 UPSTREAM NODE ELEVATION = 140.00 DOWNSTREAM NODE ELEVATION = 117.00 FLOWLENGTH(FEET) = 580.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 2.51 TRAVEL TIME(MIN.) = 1.26 TC(MIN.) = 11.99 **************************************************************************** FLOW PROCESS FROM NODE 77.00 TO NODE 77.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.99 RAINFALL INTENSITY(INCH/HR) = 4.05 TOTAL STREAM AREA(ACRES) = 1.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.51 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 71.87 17.79 3.138 45.74 2 2.51 11.99 4.047 1.65 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 58.24 11.99 4.047 2 73.82 17.79 3.138 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 73.82 Tc(MIN.) = 17.79 TOTAL AREA(ACRES) = 47.39 **************************************************************************** FLOW PROCESS FROM NODE 77.00 TO NODE 77.00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.138 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4900 SUBAREA AREA(ACRES) = 5.61 SUBAREA RUNOFF(CFS) = 8.63 TOTAL AREA(ACRES) = 53.00 TOTAL RUNOFF(CFS) = 82.45 TC(MIN) = 17.79 **************************************************************************** FLOW PROCESS FROM NODE 77.00 TO NODE 51.00 IS CODE = »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 28.6 UPSTREAM NODE ELEVATION = 121.67 DOWNSTREAM NODE ELEVATION = 112.00 FLOWLENGTH(FEET) = 80.00 ESTIMATED PIPE DIAMETER(INCH PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = 0.05 MANNING'S N = 0.013 = 27.00 NUMBER OF PIPES 82.45 TC{MIN.) = 17.83 **************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM NUMBER 1 RUNOFF (CFS) 82.45 Tc (MIN.) 17.83 INTENSITY (INCH/HOUR) 3.132 AREA (ACRE) 53.00 ** MEMORY BANK # STREAM RUNOFF NUMBER (CFS) 1 249.40 2 CONFLUENCE DATA ** Tc (MIN.) 23.09 INTENSITY (INCH/HOUR) 2.651 AREA (ACRE) 165.52 ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 RUNOFF (CFS) 293.55 319.19 Tc (MIN.) 17.83 23.09 INTENSITY (INCH/HOUR) 3.132 2.651 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 319.19 Tc(MIN.) = TOTAL AREA(ACRES) = 218.52 23.09 **************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< + I END OF NEIGHBORHOOD 1.08 (EASTERN SUBAREA) I I BEGIN NEIGHBORHOOD 1.08 (WESTERN SUBAREA) + **************************************************************************** FLOW PROCESS FROM NODE 78.00 TO NODE 79.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4900 INITIAL SUBAREA FLOW-LENGTH = 525.00 UPSTREAM ELEVATION = 137.00 DOWNSTREAM ELEVATION = 130.00 ELEVATION DIFFERENCE = 7.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 22.858 *CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.669 SUBAREA RUNOFF(CFS) = 2.58 TOTAL AREA(ACRES) = 1.97 TOTAL RUNOFF(CFS) = 2.58 **************************************************************************** FLOW PROCESS FROM NODE 7 9.00 TO NODE 80.00 IS CODE = 6 »>»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 130.00 DOWNSTREAM ELEVATION = 129.00 STREET LENGTH(FEET) = 80.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 13.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.34 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.35 HALFSTREET FLOODWIDTH(FEET) = 11.02 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.51 PRODUCT OF DEPTH&VELOCITY = 0.87 STREETFLOW TRAVELTIME(MIN) = 0.53 TC(MIN) = 23.39 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.630 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4 900 SUBAREA AREA(ACRES) = 1.19 SUBAREA RUNOFF(CFS) = 1.53 SUMMED AREA(ACRES) = 3.16 TOTAL RUNOFF(CFS) = 4.11 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOODWIDTH(FEET) = 11.85 FLOW VELOCITY(FEET/SEC.) = 2.70 DEPTH*VELOCITY = 0.98 **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 8i.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.7 UPSTREAM NODE ELEVATION = 119.00 DOWNSTREAM NODE ELEVATION = 117.90 FLOWLENGTH(FEET) = 95.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.11 TRAVEL TIME(MIN.) = 0.28 TC(MIN.) = 23.67 **************************************************************************** FLOW PROCESS FROM NODE 81.00 TO NODE 81.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.67 RAINFALL INTENSITY(INCH/HR) = 2.61 TOTAL STREAM AREA(ACRES) = 3.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.11 **************************************************************************** FLOW PROCESS FROM NODE 82.00 TO NODE 83.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4900 INITIAL SUBAREA FLOW-LENGTH = 470.00 UPSTREAM ELEVATION = 137.00 DOWNSTREAM ELEVATION = 131.00 ELEVATION DIFFERENCE =6.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 21.943 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.740 SUBAREA RUNOFF(CFS) = 2.28 TOTAL AREA(ACRES) = 1.70 TOTAL RUNOFF(CFS) = 2.28 **************************************************************************** FLOW PROCESS FROM NODE 83.00 TO NODE 81.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 131.00 DOWNSTREAM ELEVATION = 128.00 STREET LENGTH(FEET) = 220.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 13.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 - SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.25 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.33 HALFSTREET FLOODWIDTH(FEET) = 10.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.80 PRODUCT OF DEPTH&VELOCITY = 0.93 STREETFLOW TRAVELTIME(MIN) = 1.31 TC(MIN) = 23.25 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.640 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4 900 SUBAREA AREA(ACRES) = 1.4 9 SUBAREA RUNOFF(CFS) = 1.93 SUMMED AREA(ACRES) = 3.19 TOTAL RUNOFF(CFS) = 4.21 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOODWIDTH(FEET) = 11.85 FLOW VELOCITY(FEET/SEC.) = 2.76 DEPTH*VELOCITY = 1.00 **************************************************************************** FLOW PROCESS FROM NODE 81.00 TO NODE 81.00 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.) = 23.25 RAINFALL INTENSITY(INCH/HR) = 2.64 TOTAL STREAM AREA(ACRES) = 3.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.21 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.11 23.67 2.610 3.16 2 4.21 23.25 2.640 3.19 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 8.27 23.25 2.640 8.27 23.67 2.610 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.27 Tc(MIN.) = TOTAL AREA(ACRES) = 6.35 23.25 **************************************************************************** FLOW PROCESS FROM NODE 81.00 TO NODE 51.00 IS CODE »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.8 UPSTREAM NODE ELEVATION = 116.52 DOWNSTREAM NODE ELEVATION = 113.00 FLOWLENGTH(FEET) = 112.00 ESTIMATED PIPE DIAMETER(INCH PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = 0.19 MANNING'S N = 0.013 = 18.00 NUMBER OF PIPES = 8.27 TC(MIN.) = 23.44 **************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM NUMBER 1 RUNOFF (CFS) 8.27 Tc (MIN.) 23.44 INTENSITY [INCH/HOUR) 2.626 AREA (ACRE) 6.35 ** MEMORY BANK # STREAM RUNOFF NUMBER (CFS) 1 319.19 3 CONFLUENCE DATA ** Tc (MIN.) 23.09 INTENSITY (INCH/HOUR) 2.651 AREA (ACRE) 218.52 ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 RUNOFF (CFS) 327.38 324.41 Tc (MIN.) 23.09 23.44 INTENSITY (INCH/HOUR) 2.651 2.626 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 327.38 Tc(MIN.) = TOTAL AREA(ACRES) = 224.87 23.09 **************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 3 ««< I END OF NEIGHBORHOOD 1.08 (WESTERN SUBAREA) I I I + + END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 327.38 Tc{MIN.) = 23.09 TOTAL AREA(ACRES) = 224.87 END OF RATIONAL METHOD ANALYSIS La Costa Greens - Phase I (Neighborhoods 1.08-1.14) Tentative Map Drainage Study CHAPTER 5 - RATIONAL METHOD FLOWRATE DETERMINATION (ULTIMATE CONDITIONS) 5.2 - 100-Year Hydrologic Model for Neighborhood 1.10 EM tl:\repoits\2352\0S0\a03.doo w.o. 2352-50 1/16/2003 10:20 AM **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1239 Analysis prepared by: Hunsaker & Associates San Diego, Inc. 10179 Huennekens Street San Diego, California (619) 558-4500 Planning Engineering Surveying ************************** DESCRIPTION OF STUDY ************************** * LA COSTA GREENS - NEIGHBORHOOD 1.10 * * lOO-YEAR DEVELOPED CONDITION HYDROLOGY ANALYSIS * * W.0.# 2352-48 * ************************************************************************** FILE NAME: H:\AES99\2352\48\COMP100.DAT TIME/DATE OF STUDY: 18:43 1/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED +- I BEGIN NEIGHBORHOOD 1.10 I I I + -f **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4 600 INITIAL SUBAREA FLOW-LENGTH = 450.00 UPSTREAM ELEVATION = 207.00 DOWNSTREAM ELEVATION = 193.00 ELEVATION DIFFERENCE = 14.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 16.741 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.263 SUBAREA RUNOFF(CFS) = 2.73 TOTAL AREA(ACRES) = 1.82 TOTAL RUNOFF(CFS) = 2.73 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 193.00 DOWNSTREAM ELEVATION = 170.00 STREET LENGTH(FEET) = 430.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 14.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.66 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.29 HALFSTREET FLOODWIDTH(FEET) = 8.18 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.65 PRODUCT OF DEPTH&VELOCITY = 1.35 STREETFLOW TRAVELTIME(MIN) = 1.54 TC(MIN) = 18.28 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.083 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4 600 SUBAREA AREA(ACRES) = 1.31 SUBAREA RUNOFF(CFS) = 1.86 SUMMED AREA(ACRES) = 3.13 TOTAL RUNOFF(CFS) = 4.59 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.31 HALFSTREET FLOODWIDTH(FEET) = 9.07 FLOW VELOCITY(FEET/SEC.) = 4.88 DEPTH*VELOCITY = 1.50 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 3 »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.2 UPSTREAM NODE ELEVATION = 160.00 DOWNSTREAM NODE ELEVATION = 158.00 FLOWLENGTH(FEET) = 50.00 MANNING'S N = 0.013' ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.59 TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 18.37 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 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.) = 18.37 RAINFALL INTENSITY(INCH/HR) = 3.07 TOTAL STREAM AREA(ACRES) = 3.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.59 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4600 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 200.30 DOWNSTREAM ELEVATION = 184.00 ELEVATION DIFFERENCE = 16.30 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 17.373 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.18 6 SUBAREA RUNOFF(CFS) = 2.95 TOTAL AREA(ACRES) = 2.01 TOTAL RUNOFF(CFS) = 2.95 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 184.00 DOWNSTREAM ELEVATION = 169.00 STREET LENGTH(FEET) = 290.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 14.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.07 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.29 HALFSTREET FLOODWIDTH(FEET) = 8.18 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.16' PRODUCT OF DEPTH&VELOCITY = 1.50 STREETFLOW TRAVELTIME(MIN) = 0.94 TC(MIN) = 18.31 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.080 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4 600 SUBAREA AREA(ACRES) = 1.59 SUBAREA RUNOFF(CFS) = 2.25 SUMMED AREA(ACRES) = 3.60 TOTAL RUNOFF(CFS) = 5.20 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOODWIDTH(FEET) = 9.96 FLOW VELOCITY(FEET/SEC.) = 4.68 DEPTH*VELOCITY = 1.52 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 7.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.4 UPSTREAM NODE ELEVATION = 159.00 DOWNSTREAM NODE ELEVATION = 158.00 FLOWLENGTH(FEET) = 35.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.20 TRAVEL TIME(MIN.) = 0.07 TC{MIN.) = 18.38 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.38 RAINFALL INTENSITY(INCH/HR) = 3.07 TOTAL STREAM AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.20 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.59 18.37 3.073 3.13 2 5.20 18.38 3.072 3.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.79 18.37 3.073 2 9.79 18.38 3.072 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.79 Tc(MIN.) = 18.38 TOTAL AREA(ACRES) = 6.73 **********************'****************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 11.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER{INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.1 UPSTREAM NODE ELEVATION = 158.00 DOWNSTREAM NODE ELEVATION = 116.00 FLOWLENGTH(FEET) = 690.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 9.79 TRAVEL TIME(MIN.) = 0.88 TC(MIN.) = 19.26 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.26 RAINFALL INTENSITY(INCH/HR) = 2.98 TOTAL STREAM AREA(ACRES) = 6.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.7 9 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4 600 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 170.50 DOWNSTREAM ELEVATION = 125.00 ELEVATION DIFFERENCE = 45.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.339 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.972 SUBAREA RUNOFF(CFS) =3.03 TOTAL AREA(ACRES) = 1.66 TOTAL RUNOFF(CFS) = 3.03 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 11.00 IS CODE = 3 »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.2 INCHES PIPEFLOW VELOCITY {FE'ET/SEC.) = 7.2 UPSTREAM NODE ELEVATION = 117.00 DOWNSTREAM NODE ELEVATION = 116.00 FLOWLENGTH(FEET) = 35.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 3.03 TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 12.42 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE li.OO 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.) = 12.42 RAINFALL INTENSITY(INCH/HR) = 3.96 TOTAL STREAM AREA(ACRES) = 1.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.03 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.79 19.26 2.981 6.73 2 3.03 12.42 3.956 1.66 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 10.41 12.42 3.956 2 12.07 19.26 2.981 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.07 Tc(MIN.) = 19.26 TOTAL AREA(ACRES) = 8.39 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 14.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.2 UPSTREAM NODE ELEVATION = 116.00 DOWNSTREAM NODE ELEVATION = 109.00 FLOWLENGTH(FEET) = 200.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 12.07 TRAVEL TIME(MIN.) = 0.30 TC(MIN.) =19.55 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.55 RAINFALL INTENSITY(INCH/HR) = 2.95 TOTAL STREAM AREA(ACRES) =8.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.07 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4 600 INITIAL SUBAREA FLOW-LENGTH = 480.00 UPSTREAM ELEVATION = 124.00 DOWNSTREAM ELEVATION = 120.00 ELEVATION DIFFERENCE = 4.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 26.820 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.408 SUBAREA RUNOFF(CFS) = 3.37 TOTAL AREA(ACRES) = 3.04 TOTAL RUNOFF(CFS) = 3.37 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 14.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.1 UPSTREAM NODE ELEVATION = 110.00 DOWNSTREAM NODE ELEVATION = 109.00 FLOWLENGTH(FEET) = 15.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.37 TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 26.85 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 26.85 RAINFALL INTENSITY(INCH/HR) = 2.41 TOTAL STREAM AREA(ACRES) = 3.04 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.37 **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT-= .4 600 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 162.50 DOWNSTREAM ELEVATION = 120.00 ELEVATION DIFFERENCE = 42.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.623 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.915 SUBAREA RUNOFF(CFS) = 7.11 TOTAL AREA(ACRES) = 3.95 TOTAL RUNOFF(CFS) = 7.11 **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 14.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.1 UPSTREAM NODE ELEVATION = 110.00 DOWNSTREAM NODE ELEVATION = 109.00 FLOWLENGTH(FEET) = 35.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.11 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 12.69 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.69 RAINFALL INTENSITY(INCH/HR) =3.90 TOTAL STREAM AREA(ACRES) = 3.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.11 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 12.07 19.55 2.952 8.39 2 3.37 ' 26.85 2.406 3.04 3 7.11 12.69 3.902 3.95 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 18.32 12.69 3.902 2 20.20 19.55 2.952 3 17.59 26.85 2.406 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.20 Tc(MIN.) = 19.55 TOTAL AREA(ACRES) = 15.38 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 20.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.8 UPSTREAM NODE ELEVATION = 109.00 DOWNSTREAM NODE ELEVATION = 96.00 FLOWLENGTH(FEET) = 24 0.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 20.20 TRAVEL TIME(MIN.) = 0.27 TC(MIN.) = 19.82 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.82 RAINFALL INTENSITY(INCH/HR) = 2.93 TOTAL STREAM AREA(ACRES) = 15.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.20 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4600 INITIAL SUBAREA FLOW-LENGTH = 440.00 UPSTREAM ELEVATION = 140.00 DOWNSTREAM ELEVATION = 107.50 ELEVATION DIFFERENCE = 32.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.409 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.958 SUBAREA RUNOFF(CFS) = 2.4 4 TOTAL AREA(ACRES) = 1.34 TOTAL RUNOFF(CFS) = 2.44 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 20.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 107.50 DOWNSTREAM ELEVATION = 105.30 STREET LENGTH(FEET) = 247.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 14.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.82 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.34 HALFSTREET FLOODWIDTH(FEET) = 10.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.18 PRODUCT OF DEPTH&VELOCITY = 0.75 STREETFLOW TRAVELTIME(MIN) = 1.89 TC(MIN) =14.30 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.612 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4600 SUBAREA AREA(ACRES) = 0.4 6 SUBAREA RUNOFF(CFS) = 0.7 6 SUMMED AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 3.20 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOODWIDTH(FEET) = 11.74 FLOW VELOCITY(FEET/SEC.) = 2.14 DEPTH*VELOCITY = 0.77 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.30 RAINFALL INTENSITY(INCH/HR) = 3.61 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.20 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) ' (MIN.) (INCH/HOUR) (ACRE) 1 20.20 19.82 2.926 15.38 2 3.20 14.30 3.612 1.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 19.56 14.30 3.612 2 22.79 19.82 2.926 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.7 9 Tc(MIN.) = 19.82 TOTAL AREA(ACRES) = 17.18 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 24.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.3 UPSTREAM NODE ELEVATION = 96.00 DOWNSTREAM NODE ELEVATION = 95.00 FLOWLENGTH(FEET) = 40.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 22.7 9 TRAVEL TIME(MIN.) = 0.06 TC{MIN.) = 19.88 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4 600 INITIAL SUBAREA FLOW-LENGTH = 480.00 UPSTREAM ELEVATION =169.00 DOWNSTREAM ELEVATION = 145.00 ELEVATION DIFFERENCE = 24.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.761 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.539 SUBAREA RUNOFF(CFS) = 2.93 TOTAL AREA(ACRES) =' 1.80 TOTAL RUNOFF(CFS) = 2.93 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 145.00 DOWNSTREAM ELEVATION = 134.00 STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) =27.50 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 13.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.48 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.26 HALFSTREET FLOODWIDTH(FEET) = 6.78 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.87 PRODUCT OF DEPTH&VELOCITY = 1.01 STREETFLOW TRAVELTIME(MIN) = 1.33 TC(MIN) = 16.09 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.347 •USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4 600 SUBAREA AREA(ACRES) = 2.03 SUBAREA RUNOFF(CFS) = 3.13 SUMMED AREA(ACRES) = 3.83 TOTAL RUNOFF(CFS) = 6.06 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOODWIDTH(FEET) = 8.41 FLOW VELOCITY(FEET/SEC.) = 3.67 DEPTH*VELOCITY = 1.08 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 15.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.9 UPSTREAM NODE ELEVATION = 124.00 DOWNSTREAM NODE ELEVATION = 118.00 FLOWLENGTH(FEET) = 90.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER{INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.06 TRAVEL TIME(MIN.) = 0.13 TC(MIN.) = 16.22 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 42.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.2 UPSTREAM NODE ELEVATION = 118.00 DOWNSTREAM NODE ELEVATION = 95.84 FLOWLENGTH(FEET) = 680.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 6.06 TRAVEL TIME(MIN.) = 1.23 TC(MIN.) = 17,45 **************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.45 RAINFALL INTENSITY(INCH/HR) = 3.18 TOTAL STREAM AREA(ACRES) = 3.83 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.06 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4 600 INITIAL SUBAREA FLOW-LENGTH = 470.00 UPSTREAM ELEVATION = 120.00 DOWNSTREAM ELEVATION = 108.00 ELEVATION DIFFERENCE = 12.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 18.273 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.084 SUBAREA RUNOFF(CFS) = 3.19 TOTAL AREA(ACRES) = 2.25 TOTAL RUNOFF(CFS) = 3.19 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 108.00 DOWNSTREAM ELEVATION = 105.90 STREET LENGTH{FEET) = 200.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 14.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ••TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.62 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.36 HALFSTREET FLOODWIDTH(FEET) = 11.74 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.42 PRODUCT OF DEPTH&VELOCITY = 0.87 STREETFLOW TRAVELTIME(MIN) = 1.38 TC(MIN) = 19.65 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.943 •USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4 600 SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 0.87 SUMMED AREA(ACRES) = 2.89 TOTAL RUNOFF(CFS) = 4.06 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.36 HALFSTREET FLOODWIDTH(FEET) = 11.74 FLOW VELOCITY(FEET/SEC.) = 2.71 DEPTH*VELOCITY = 0.98 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 42.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.3 UPSTREAM NODE ELEVATION = 95.90 DOWNSTREAM NODE ELEVATION = 95.84 FLOWLENGTH(FEET) = 6.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.06 TRAVEL TIME(MIN.) = 0.02 TC(MIN.) =19.67 **************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 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.) = 19.67 RAINFALL INTENSITY(INCH/HR) = 2.94 TOTAL STREAM AREA(ACRES) = 2.89 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.06 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.06 17.45 3.176 3.83 2 4.06 19.67 2.941 2.89 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. *• PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.81 17.45 3.176 2 9.66 19.67 2.941 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.81 Tc(MIN.) =- TOTAL AREA(ACRES) = 6.72 17.45 **************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 24.00 IS CODE = »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.7 UPSTREAM NODE ELEVATION = 95.84 DOWNSTREAM NODE ELEVATION = 95.00 FLOWLENGTH(FEET) = 55.00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 18.00 PIPEFLOW THRU SUBAREA(CFS) = 9.81 TRAVEL TIME(MIN.) = 0.12 TC(MIN.) = 17.57 = 0.013 NUMBER OF PIPES **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<«« •• MAIN STREAM CONFLUENCE DATA •• STREAM NUMBER 1 RUNOFF (CFS) 9.81 Tc (MIN.) 17.57 INTENSITY (INCH/HOUR) 3.162 AREA (ACRE) 6.72 •• MEMORY BANK # STREAM RUNOFF NUMBER (CFS) 1 22.79 3 CONFLUENCE DATA •• Tc INTENSITY AREA (MIN.) (INCH/HOUR) (ACRE) 19.88 2.920 17.18 •• PEAK FLOW RATE TABLE •* STREAM NUMBER 1 2 RUNOFF (CFS) 30.86 31.85 Tc (MIN.) 17.57 19.88 INTENSITY (INCH/HOUR) 3.162 2.920 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 31.85 Tc(MIN.) = TOTAL AREA(ACRES) = 23.90 19.88 **********************.******************************************••**•••*•••• FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 3 ««< **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 37.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.8 UPSTREAM NODE ELEVATION = 95.00 DOWNSTREAM NODE ELEVATION = 89.00 FLOWLENGTH(FEET) = 600.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 31.85 TRAVEL TIME(MIN.) = 1.13 TC(MIN.) = 21.01 **************************************************************************** FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <«« **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< •USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10.84(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 215.00 UPSTREAM ELEVATION = 200.00 DOWNSTREAM ELEVATION = 148.00 ELEVATION DIFFERENCE = 52.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.318 SUBAREA RUNOFF(CFS) = 1.50 TOTAL AREA(ACRES) = 0.99 TOTAL RUNOFF(CFS) = 1.50 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.5 UPSTREAM NODE ELEVATION = 14 0.00 DOWNSTREAM NODE ELEVATION = 91.00 FLOWLENGTH(FEET) = 610.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 1.50 TRAVEL TIME(MIN.) = 1.20 TC(MIN.) = 12.05 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.05 RAINFALL INTENSITY(INCH/HR) = 4.03 TOTAL STREAM AREA(ACRES) = 0.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.50 **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< •USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4 600 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 163.00 DOWNSTREAM ELEVATION = 115.00 ELEVATION DIFFERENCE = 48.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.121 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.018 SUBAREA RUNOFF(CFS) = 2.53 TOTAL AREA(ACRES) = 1.37 TOTAL RUNOFF(CFS) = 2.53 r*************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 115.00 DOWNSTREAM ELEVATION = 102.00 STREET LENGTH(FEET) = 210.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 14.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ••TRAVELTIME COMPUTED USING MEAN FLOW{CFS) = 4.14 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.29 HALFSTREET FLOODWIDTH(FEET) = 8.18 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.26 PRODUCT OF DEPTH&VELOCITY = 1.52 STREETFLOW TRAVELTIME(MIN) = 0.67 TC(MIN) = 12.7 9 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.882 •USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4 600 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 3.21 SUMMED AREA(ACRES) = 3.17 TOTAL RUNOFF(GFS) = 5.75 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.33 HALFSTREET FLOODWIDTH(FEET) = 9.96 FLOW VELOCITY(FEET/SEC.) = 5.18 DEPTH&VELOCITY = 1.68 **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 31.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.7 UPSTREAM NODE ELEVATION = 92.00 DOWNSTREAM NODE ELEVATION = 91.00 FLOWLENGTH(FEET) = 15.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.75 TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 12.81 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.81 RAINFALL INTENSITY(INCH/HR) = 3.88 TOTAL STREAM AREA(ACRES) = 3.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.75 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< •USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4 600 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 141.00 DOWNSTREAM ELEVATION = 102.00 ELEVATION DIFFERENCE = 39.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.990 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.843 SUBAREA RUNOFF(CFS) = 5.07 TOTAL AREA(ACRES) = 2.87 TOTAL RUNOFF(CFS) = 5.07 **************************************************************************** FLOW PROCESS FROM NODE 36.00 TO NODE 31.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.1 UPSTREAM NODE ELEVATION = 92.00 DOWNSTREAM NODE ELEVATION = 91.00 FLOWLENGTH(FEET) = 38.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 5.07 TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 13.07 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 13.07 RAINFALL INTENSITY(INCH/HR) = 3.83 TOTAL STREAM AREA(ACRES) = 2.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.07 •• CONFLUENCE DATA •• STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.50 12.05 4.035 0.99 2 5.75 12.81 3.878 3.17 3 5.07 13.07 3.828 2.87 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. •• PEAK FLOW RATE TABLE •• STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.83 12.05 4.035 2 12.19 12.81 3.878 3 12.17 13.07 3.828 COMPUTED CONFLUENCE ESTHETES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.19 Tc(MIN.) = 12.81 TOTAL AREA(ACRES) 7.03 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 37.00 IS CODE = »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.3 UPSTREAM NODE ELEVATION = 91.00 DOWNSTREAM NODE ELEVATION = 8 9.00 FLOWLENGTH(FEET) = 256.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 12.19 TRAVEL TIME(MIN.) = 0.68 TC(MIN.) = 13.49 **************************************************************************** FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM NUMBER 1 RUNOFF (CFS) 12.19 Tc (MIN.) 13.49 INTENSITY [INCH/HOUR) 3.751 AREA (ACRE) 7.03 ** MEMORY BANK # STREAM RUNOFF NUMBER (CFS) 1 31.85 1 CONFLUENCE DATA •• Tc (MIN.) 21.01 INTENSITY [INCH/HOUR) 2.818 AREA (ACRE) 23.90 •• PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 RUNOFF (CFS) 36.13 41.02 Tc (MIN.) 13.49 21.01 INTENSITY (INCH/HOUR) 3.751 2.818 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 41.02 Tc(MIN.) = TOTAL AREA(ACRES) = 30.93 21.01 FLOW PROCESS FROM NODE 37.00 TO NODE »»>CLEAR MEMORY BANK # 1 ««< 37.00 IS CODE 12 **************************************************************************** FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 38.00 TO NODE 39.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4 600 INITIAL SUBAREA FLOW-LENGTH = 480.00 UPSTREAM ELEVATION = 107.80 DOWNSTREAM ELEVATION = 102.00 ELEVATION DIFFERENCE = 5.80 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 23.696 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.608 SUBAREA RUNOFF(CFS) = 1.57 TOTAL AREA(ACRES) = 1.31 TOTAL RUNOFF(CFS) = 1.57 **************************************************************************** FLOW PROCESS FROM NODE 39.00 TO NODE 40.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 102.00 DOWNSTREAM ELEVATION = 100.00 STREET LENGTH(FEET) = 270.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 14.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.57 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.29 HALFSTREET FLOODWIDTH(FEET) = 8.18 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.63 PRODUCT OF DEPTH&VELOCITY = 0.47 STREETFLOW TRAVELTIME(MIN) = 2.75 TC(MIN) = 26.45 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.429 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4 600 SUBAREA AREA(ACRES) = 1.7 9 SUBAREA RUNOFF(CFS) = 2.00 SUMMED AREA(ACRES) = 3.10 TOTAL RUNOFF(CFS) = 3.57 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.31 HALFSTREET FLOODWIDTH(FEET) = 9.07 FLOW VELOCITY(FEET/SEC.) = 1.90 DEPTH*VELOCITY'= 0.58 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 37.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.2 UPSTREAM NODE ELEVATION = 90.00 DOWNSTREAM NODE ELEVATION = 89.00 FLOWLENGTH(FEET) = 20.00 MANNING'S ESTIMATED PIPE DIAMETER(INCH) = 18.00 PIPEFLOW THRU SUBAREA(CFS) = 3.57 TRAVEL TIME (MIN.) = 0.04 TC(MIN.) = 26'. 4 9 N = 0.013 NUMBER OF PIPES = **************************************************************************** FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM NUMBER 1 RUNOFF (CFS) 3.57 Tc (MIN.) 26.49 INTENSITY (INCH/HOUR) 2.427 AREA (ACRE) 3.10 ** MEMORY BANK # STREAM RUNOFF NUMBER (CFS) 1 41.02 2 CONFLUENCE DATA ** Tc INTENSITY AREA (MIN.) (INCH/HOUR) (ACRE) 21.01 2.818 30.93 ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 RUNOFF (CFS) 44.09 38. 90 Tc (MIN.) 21.01 26.49 INTENSITY (INCH/HOUR) 2.818 2.427 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 44.09 Tc(MIN.) = TOTAL AREA(ACRES) = 34.03 21.01 **************************************************************************** FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 37.00 TO NODE 41.00 IS CODE »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.4 INCHES PIPEFLOW VELOCITY{FEET/SEC.) = 21.9 UPSTREAM NODE ELEVATION = 8 9.00 DOWNSTREAM NODE ELEVATION = 79.00 FLOWLENGTH(FEET) = ' 106.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 44.09 TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 21.09 + -I- I I I END OF NEIGHBORHOOD 1.10 I I I + + END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 44.09 Tc(MIN.) = 21.09 TOTAL AREA(ACRES) = 34.03 END OF RATIONAL METHOD ANALYSIS 1 La Costa Greens - Phase I (Neighborhoods 1.08-1.14) Tentative Map Drainage Study CHAPTER 5 - RATIONAL METHOD FLOWRATE DETERMINATION (ULTIMATE CONDITIONS) 5.3 - 100-Year Hydrologic Model for Neighborhood 1.11 EM h:\repoits\2352\0S0\a03.doc w.o. 2352-501/16/2003 10:20 AM **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1239 Analysis prepared by: Hunsaker & Associates San Diego, Inc. 10179 Huennekens Street San Diego, California (619) 558-4500 Planning Engineering Surveying ************************** DESCRIPTION OF STUDY ************************** • LA COSTA GREENS - NEIGHBORHOOD 1.11 • • lOO-YEAR DEVELOPED CONDITION HYDROLOGY ANALYSIS • • W.0.# 2352-50 • ************************************************************************** FILE NAME: H:\AES99\2352\50\FINAL111.DAT TIME/DATE OF STUDY: 17: 6 1/10/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED + + I I I BEGIN NEIGHBORHOOD 1.11 | I I + + **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< •USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 INITIAL SUBAREA FLOW-LENGTH = 400.00 UPSTREAM ELEVATION = 227.00 DOWNSTREAM ELEVATION = 220.00 ELEVATION DIFFERENCE = 7.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 17.327 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.191 SUBAREA RUNOFF(CFS) = 2.69 TOTAL AREA(ACRES) = 1.62 TOTAL RUNOFF(CFS) = 2.69 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 3.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 220.00 DOWNSTREAM ELEVATION = 206.50 STREET LENGTH(FEET) = 400.00 CURB HEIGHr{INCHES) = 6. STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 14.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.67 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.31 HALFSTREET FLOODWIDTH(FEET) = 9.07 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.90 PRODUCT OF DEPTH&VELOCITY = 1.20 STREETFLOW TRAVELTIME(MIN) = 1.71 TC(MIN) = 19.04 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.003 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 1.95 SUMMED AREA(ACRES) = 2.87 TOTAL RUNOFF(CFS) = 4,64 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.33 HALFSTREET FLOODWIDTH(FEET) = 9.96 FLOW VELOCITY(FEET/SEC.) = 4.18 DEPTH*VELOCITY = 1.36 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 11.00 IS CODE =3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.2 UPSTREAM NODE ELEVATION = 197.00 DOWNSTREAM NODE ELEVATION = 180.00 FLOWLENGTH(FEET) = 430.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 4.64 TRAVEL TIME(MIN.) = 0.78 TC(MIN.) = 19.82 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT-= .5200 INITIAL SUBAREA FLOW-LENGTH = 450.00 UPSTREAM ELEVATION = 221.50 DOWNSTREAM ELEVATION = 214.00 ELEVATION DIFFERENCE = 7.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 18.679 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.040 SUBAREA RUNOFF(CFS) = 0.84 TOTAL AREA(ACRES) = 0.53 TOTAL RUNOFF(CFS) = 0.84 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 214.00 DOWNSTREAM ELEVATION = 190.00 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 14.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.65 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.24 HALFSTREET FLOODWIDTH(FEET) = 5.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.92 PRODUCT OF DEPTH&VELOCITY = 0.93 STREETFLOW TRAVELTIME(MIN) = 2.13 TC(MIN) = 20.81 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.836 •USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.62 SUMMED AREA(ACRES) = 1.63 TOTAL RUNOFF(CFS) = 2.4 6 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOODWIDTH(FEET) = 7.29 FLOW VELOCITY(FEET/SEC.) = 3.7 9 DEPTH&VELOCITY = 1.03 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.81 RAINFALL INTENSITY(INCH/HR) = 2.84 TOTAL STREAM AREA(ACRES) = 1.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.4 6 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 12.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 11.22(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 260.00 UPSTREAM ELEVATION = 245.00 DOWNSTREAM ELEVATION = 210.00 ELEVATION DIFFERENCE = 35.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.223 SUBAREA RUNOFF(CFS) = 0.30 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.30 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.0 UPSTREAM NODE ELEVATION = 200.00 DOWNSTREAM NODE ELEVATION = 195.00 FLOWLENGTH(FEET) = 70.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 0.30 TRAVEL TIME(MIN.) = 0.24 TC(MIN.) = 11.4 6 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.167 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3500 SUBAREA AREA(ACRES) = 1.18 SUBAREA RUNOFF(CFS) = 1.72 TOTAL AREA(ACRES) = 1.38 TOTAL RUNOFF(CFS) = 2.02 TC(MIN) = 11.46 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 9.00 IS CODE = 3 »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIl^TED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.5 UPSTREAM NODE ELEVATION = 195.00 DOWNSTREAM NODE ELEVATION = 182.00 FLOWLENGTH(FEET) = 55.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.02 TRAVEL TIME(MIN.) = 0,07 TC(MIN.) = 11.53 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.53 RAINFALL INTENSITY(INCH/HR) = 4.15 TOTAL STREAM AREA(ACRES) = 1.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.02 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.46 20.81 2.836 1.63 2 2.02 11.53 4.151 1.38 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 3.70 11.53 4.151 2 3.84 20.81 2.836 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.84 Tc(MIN.) = 20.81 TOTAL AREA(ACRES) = 3.01 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 11.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS PIPEFLOW VELOCITY(FEET/SEC.) = 9.9 UPSTREAM NODE ELEVATION = 182.00 4.9 INCHES DOWNSTREAM NODE ELEVATION = FLOWLENGTH(FEET) = 35,00 ESTIMATED PIPE DIAMETER(INCH) PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = 0.06 180.00 MANNING'S = 18.00 3.84 TC(MIN.) = 20.87 N = 0.013 NUMBER OF PIPES = **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 3.84 20.87 2.831 AREA (ACRE) 3.01 •* MEMORY BANK # STREAM RUNOFF NUMBER (CFS) 1 4.64 1 CONFLUENCE DATA ** Tc (MIN.) 19.82 INTENSITY (INCH/HOUR) 2.926 AREA (ACRE) 2.87 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 8.35 19.82 2.926 2 8.33 20.87 2.831 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.35 Tc(MIN.) = TOTAL AREA(ACRES) = 5.88 19.82 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 6.00 IS CODE »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.0 UPSTREAM NODE ELEVATION = 180.00 DOWNSTREAM NODE ELEVATION = 17 9.00 FLOWLENGTH(FEET) = 15.00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 18.00 = 0.013 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 8.35 TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 19.84 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.84 RAINFALL INTENSITY(INCH/HR) = 2.92 TOTAL STREAM AREA(ACRES) = 5.88 PEAK FLOW RATE-(CFS) AT CONFLUENCE = 8.35 **************************************************************************** FLOW PROCESS FROM NODE 1,00 TO NODE 2.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 211.00 DOWNSTREAM ELEVATION = 205.00 ELEVATION DIFFERENCE = 6.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 21.968 10.0 YEAR RAINFALL INTENSITY (INCH/HOUR) =2.738 SUBAREA RUNOFF(CFS) = 3.67 TOTAL AREA(ACRES) = 2.58 TOTAL RUNOFF(CFS) = 3.67 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 6.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 205.00 DOWNSTREAM ELEVATION = 189.00 STREET LENGTH(FEET) = 550.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 14.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW{CFS)"= 5.40 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.29 HALFSTREET FLOODWIDTH(FEET) = 8.18 AVERAGE FLOW VELOCITY(FEET/SEC. ) = 3,43 PRODUCT OF DEPTH&VELOCITY = 0.99 STREETFLOW TRAVELTIME(MIN) = 2.67 TC(MIN) = 24.64 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2,543 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = ,5200 SUBAREA AREA{ACRES) = 2,61 SUBAREA RUNOFF(CFS) = 3,45 SUMMED AREA(ACRES) = 5,19 TOTAL RUNOFF(CFS) = 7.12 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.31 HALFSTREET FLOODWIDTH(FEET) = 9.07 FLOW VELOCITY(FEET/SEC.) = 3.79 DEPTH*VELOCITY = 1.16 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 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.) = 24.64 RAINFALL INTENSITY(INCH/HR) = 2.54 TOTAL STREAM AREA(ACRES) = 5.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.12 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.35 19.84 2.924 5.88 2 7.12 24.64 2.543 5.19 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 14.55 19.84 2.924 2 14.39 24.64 2.543 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.55 Tc(MIN.) = 19.84 TOTAL AREA(ACRES) = 11.07 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 14.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 19.4 UPSTREAM NODE ELEVATION = 17 9.00 DOWNSTREAM NODE ELEVATION = 171.00 FLOWLENGTH(FEET) = 60.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 14.55 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 19.89 + + I 1 I END OF NEIGHBORHOOD 1,11 I I 1 + + END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 14.55 Tc(MIN,) =' 19,89 TOTAL AREA(ACRES) = 11,07 END OF RATIONAL METHOD ANALYSIS 1 La Costa Greens - Phase I (Neighborhoods 1.08 - 1.14) Tentative Map Drainage Study CHAPTER 5 - RATIONAL METHOD FLOWRATE DETERMINATION (ULTIMATE CONDITIONS) 5.4 - 100-Year Hydrologic Model for Neighborhoods 1.12,1.13 & 1.14 EM h:VBports\2352\050\a03.doc w.o. 2352-50 1/16/2003 10:20 AM **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver, 1,5A Release Date: 01/01/99 License ID 1239 Analysis prepared by: Hunsaker & Associates San Diego, Inc. 10179 Huennekens Street San Diego, California (619) 558-4500 Planning Engineering Surveying ************************** DESCRIPTION OF STUDY ************************** * LA COSTA GREENS - NEIGHBORHOODS 1,12 SOUTH, 1,13, & 1.14 • * lOO-YEAR DEVELOPED CONDITION HYDROLOGY ANALYSIS • * W.0.# 2352-49/50 * ************************************************************************** FILE NAME: H:\AES99\2352\50\COMP100.DAT TIME/DATE OF STUDY: 17:26 1/10/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED I BEGIN NEIGHBORHOOD 1.12 (SOUTHERN SUBAREA) I I I + + **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = ,4 600 INITIAL SUBAREA FLOW-LENGTH = 470.00 UPSTREAM ELEVATION = 369.50 DOWNSTREAM ELEVATION = 347.00 ELEVATION DIFFERENCE = 22.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.819 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.530 SUBAREA RUNOFF(CFS) = 2.21 TOTAL AREA(ACRES) = 1.36 TOTAL RUNOFF(CFS) = 2.21 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 347.00 DOWNSTREAM ELEVATION = 344.00 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 14.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.71 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.31 HALFSTREET FLOODWIDTH(FEET) = 9.07 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.88 PRODUCT OF DEPTH&VELOCITY = 0.89 STREETFLOW TRAVELTIME(MIN) = 1.16 TC(MIN) = 15.98 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.363 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4 600 SUBAREA AREA(ACRES) = 0.65 SUBAREA RUNOFF(CFS) = 1.01 SUMMED AREA(ACRES) = 2.01 TOTAL RUNOFF(CFS) = 3.21 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOODWIDTH(FEET) = 9.96 FLOW VELOCITY(FEET/SEC.) = 2.89 DEPTH*VELOCITY = 0.94 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.9 UPSTREAM NODE ELEVATION = 334.00 DOWNSTREAM NODE ELEVATION = 333.00 FLOWLENGTH(FEET) = 15.00 MANNING'S N = 0.013' ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 3.21 TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 16.00 * * ************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.00 RAINFALL INTENSITY(INCH/HR) = 3.36 TOTAL STREAM AREA(ACRES) = 2.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.21 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4 600 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 394.00 DOWNSTREAM ELEVATION = 345.00 ELEVATION DIFFERENCE = 4 9.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.038 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED, 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4,036 SUBAREA RUNOFF(CFS) = 7.30 TOTAL AREA(ACRES) = 3.93 TOTAL RUNOFF(CFS) = 7.30 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 4.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.9 UPSTREAM NODE ELEVATION = 335.00 DOWNSTREAM NODE ELEVATION = 333.00 FLOWLENGTH(FEET) = 35.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.30 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 12.09 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.09 RAINFALL INTENSITY(TNCH/HR) = 4.03 TOTAL STREAM AREA(ACRES) = 3.93 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.30 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.21 16.00 3.359 2,01 2 7,30 12,09 4.026 3.93 RAINFALL INTENSITY AND TIME OF CONCENTRATION'RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. *• PEAK FLOW RATE TABLE •• STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.98 12.09 4.026 2 9.30 16.00 3.359 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.98 Tc(MIN.) = 12.09 TOTAL AREA(ACRES) = ' 5.94 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 7,00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18,000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.6 UPSTREAM NODE ELEVATION = 333.00 DOWNSTREAM NODE ELEVATION = 281.50 FLOWLENGTH(FEET) = 640.00 MANNING'S N = 0,013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 9.98 TRAVEL TIME(MIN.) = 0.73 TC(MIN.) = 12.82 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 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.) = 12.82 RAINFALL INTENSITY(INCH/HR) =3.88 TOTAL STREAM AREA(ACRES) = 5.94 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.98 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< •USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 13,98(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 930,00 UPSTREAM ELEVATION = 415,00 DOWNSTREAM ELEVATION = 340,00 ELEVATION DIFFERENCE = 75.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3;666 SUBAREA RUNOFF(CFS) = 1.30 TOTAL AREA(ACRES) = 1.01 TOTAL RUNOFF(CFS) = 1.30 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.5 UPSTREAM NODE ELEVATION = 330.00 DOWNSTREAM NODE ELEVATION = 290,00 FLOWLENGTH(FEET) = 440.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 1.30 TRAVEL TIME(MIN.) = 0.87 TC(MIN.) = 14.84 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.527 •USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3500 SUBAREA AREA(ACRES) = 0.39 SUBAREA RUNOFF(CFS) = 0.48 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 1.78 TC(MIN) = 14.84 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 7.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSIJRE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.4 UPSTREAM NODE ELEVATION = 290.00 DOWNSTREAM NODE ELEVATION = 281.50 FLOWLENGTH(FEET) = 90.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 1.78 TRAVEL TIME(MIN.) = 0.16 TC(MIN.) = 15.00 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 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.) = 15.00 RAINFALL INTENSITY(INCH/HR) = 3,50 TOTAL STREAM AREA(ACRES) = 1,40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1,78 •• CONFLUENCE DATA •• STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN,) (INCH/HOUR) (ACRE) 1 9,98 12.82 3.876 5.94 2 1.78 15.00 3.502 1.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. •• PEAK FLOW RATE TABLE •• STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.58 12.82 3.876 2 10.79 15.00 3.502 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.58 Tc(MIN.) = 12.82 TOTAL AREA(ACRES) = 7.34 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7,00 IS CODE = 8 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.876 •USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 4.7 9 SUBAREA RUNOFF(CFS) = 8.36 TOTAL AREA(ACRES) = 12.13 TOTAL RUNOFF(CFS) = 19.94 TC(MIN) = 12.82 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 11.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 26.0 UPSTREAM NODE ELEVATION = 281.50 DOWNSTREAM NODE ELEVATION = 210.00 FLOWLENGTH(FEET) = 304,24 MANNING'S N = 0,013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 19.94 TRAVEL TIME(MIN.) = 0.19 TC(MIN.) = 13.01 + + I END OF NEIGHBORHOOD 1.12 (SOUTHERN SUBAREA) I I I I BEGIN NEIGHBORHOOD 1.13 I + + **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 54.00 TO NODE 54.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.62 RAIN INTENSITY(INCH/HOUR) = 3.56 TOTAL AREA(ACRES) = 13.27 TOTAL RUNOFF(CFS) = 26.20 **************************************************************************** FLOW PROCESS FROM NODE 54.00 TO NODE 13.00 IS CODE = 53 »»>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< UPSTREAM NODE ELEVATION = 350.00 DOWNSTREAM NODE ELEVATION = 260.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 400.00 CHANNEL SLOPE = 0.2250 CHANNEL FLOW THRU SUBAREA(CFS) = 26.20 FLOW VELOCITY(FEET/SEC) = 7.88 (PER PLATE D-6.3) TRAVEL TIME(MIN.) = 0.85 TC(MIN.) = 15.47 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 8 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.434 •USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 1.11 SUBAREA RUNOFF(CFS) = 1.72 TOTAL AREA(ACRES) = 14.38 TOTAL RUNOFF(CFS) = 27.92 TC(MIN) = 15.47 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13,00 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,) = 15,47 RAINFALL INTENSITY(INCH/HR) = 3,43 TOTAL STREAM AREA(ACRES) = 14,38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 27,92 **************************************************************************** FLOW PROCESS FROM NODE 12,00 TO NODE 13,00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = ,3500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 13,11(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 783,00 UPSTREAM ELEVATION = 345.00 DOWNSTREAM ELEVATION = 260.00 ELEVATION DIFFERENCE = 85.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.821 SUBAREA RUNOFF(CFS) = 3.04 TOTAL AREA(ACRES) = 2.27 TOTAL RUNOFF(CFS) = 3.04 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 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.) = 13.11 RAINFALL INTENSITY(INCH/HR) = 3.82 TOTAL STREAM AREA(ACRES) = 2.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.04 •* CONFLUENCE DATA *• STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 27.92 15.47 3.434 14.38 2 3.04 13.11 3.821 2.27 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. •• PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 28,12 13,11 3,821 2 30,64 15.47 3.434 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 30.64 Tc(MIN.) = TOTAL AREA(ACRES) = 16.65 15.47 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 11.00 IS CODE »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 26.4 UPSTREAM NODE ELEVATION = 250.00 DOWNSTREAM NODE ELEVATION = 209.00 FLOWLENGTH(FEET) = 220.00 ESTIMATED PIPE DIAMETER(INCH PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = 0.14 MANNING'S N = 0.013 = 18.00 NUMBER OF PIPES = 30.64 TC(MIN.) = 15.60 **************************************************************************** FLOW PROCESS FROM NODE 11,00 TO NODE 11,00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM NUMBER 1 RUNOFF (CFS) 30,64 Tc (MIN,) 15,60 INTENSITY (INCH/HOUR) 3,414 AREA (ACRE) 16.65 ** MEMORY BANK # STREAM RUNOFF NUMBER (CFS) 1 19.94 1 CONFLUENCE DATA Tc (MIN.) 13,01 INTENSITY (INCH/HOUR) 3.839 AREA (ACRE) 12.13 *• PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 RUNOFF (CFS) 47.19 48.38 Tc (MIN.) 13.01 15.60 INTENSITY (INCH/HOUR) 3.839 3.414 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 48.38 Tc(MIN.) = TOTAL AREA(ACRES) = 28.78 15.60 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 14.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 22.0 UPSTREAM NODE ELEVATION = 209.00 DOWNSTREAM NODE ELEVATION = 187.50 FLOWLENGTH(FEET) = 253.35 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 48.38 TRAVEL TIME(MIN.) = 0.19 TC(MIN.) = 15.80 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 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.) = 15.80 RAINFALL INTENSITY(INCH/HR) =3.39 TOTAL STREAM AREA(ACRES) =28.78 PEAK FLOW RATE(CFS) AT CONFLUENCE = 48,38 **************************************************************************** FLOW PROCESS FROM NODE 15,00 TO NODE 16.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 234.60 DOWNSTREAM ELEVATION = 217.00 ELEVATION DIFFERENCE = 17.60 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.024 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.658 SUBAREA RUNOFF(CFS) =6.34 TOTAL AREA(ACRES) = 3.04 TOTAL RUNOFF(CFS) = 6.34 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 217.00 DOWNSTREAM ELEVATION = 206.00 STREET LENGTH(FEET) = 135.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 27.50 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 13.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 6.49 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.31 HALFSTREET FLOODWIDTH(FEET) = 9,22 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.71 PRODUCT OF DEPTH&VELOCITY = 2.08 STREETFLOW TRAVELTIME(MIN) = 0.34 TC(MIN) = 14.36 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.602 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 0.09 SUBAREA RUNOFF(CFS) = 0.31 SUMMED AREA(ACRES) = 3.13 TOTAL RUNOFF(CFS) = 6.65 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.33 HALFSTREET FLOODWIDTH(FEET) = 10.03 FLOW VELOCITY(FEET/SEC.) = 5.91 DEPTH*VELOCITY = 1.93 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 14.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 19.0 UPSTREAM NODE ELEVATION = 196.00 DOWNSTREAM NODE ELEVATION = 188.00 FLOWLENGTH(FEET) = 35.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.65 TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 14.39 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.39 RAINFALL INTENSITY(INCH/HR) = 3.60 TOTAL STREAM AREA(ACRES) = 3.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.65 ** CONFLUENCE DATA •• STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 48.38 15.80 3.387 28.78 2 6.65 14,39 3,597 3,13 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 52.20 14.39 3.597 2 54.64 15.80 3.387 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 54.64 Tc(MIN,) = 15,80 TOTAL AREA(ACRES) = 31,91 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 18.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.8 UPSTREAM NODE ELEVATION = 187.17 DOWNSTREAM NODE ELEVATION = 183.17 FLOWLENGTH(FEET) = 199.36 MANNING'S N = 0,013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 54.64 TRAVEL TIME(MIN.) = 0.26 TC(MIN.) = 16.06 **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.06 RAINFALL INTENSITY(INCH/HR) = 3.35 TOTAL STREAM AREA(ACRES) = 31.91 PEAK FLOW RATE(CFS) AT CONFLUENCE =54.64 **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< •USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .6100 INITIAL SUBAREA FLOW-LENGTH = 630.00 UPSTREAM ELEVATION = 265.00 DOWNSTREAM ELEVATION = 197.00 ELEVATION DIFFERENCE = 68.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.018 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. *CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4'. 544 SUBAREA RUNOFF(CFS) = 4.60 TOTAL AREA(ACRES) = 1.66 TOTAL RUNOFF(CFS) = 4.60 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 18.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.2 UPSTREAM NODE ELEVATION = 184.84 DOWNSTREAM NODE ELEVATION = 183.84 FLOWLENGTH(FEET) = 14.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 4.60 TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 10.04 **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.04 RAINFALL INTENSITY(INCH/HR) = 4.54 TOTAL STREAM AREA(ACRES) = 1.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4,60 ** CONFLUENCE DATA •• STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN,) (INCH/HOUR) (ACRE) 1 54.64 16.06 3.352 31.91 2 4.60 10.04 4.538 1,66 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 44,96 ' 10.04 4.538 2 58.03 16.06 3.352 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 58.03 Tc(MIN.) = 16.06 TOTAL AREA(ACRES) = 33.57 **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 21.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.4 UPSTREAM NODE ELEVATION = 182.84 DOWNSTREAM NODE ELEVATION = 181.00 FLOWLENGTH(FEET) = 90.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 58.03 TRAVEL TIME(MIN.) = 0.11 TC(MIN.) = 16.17 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 55.00 TO NODE 22.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 805.00 UPSTREAM ELEVATION = 270.00 DOWNSTREAM ELEVATION = 210.00 ELEVATION DIFFERENCE = 60.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.381 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. *CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.599 SUBAREA RUNOFF(CFS) = 5.19 TOTAL AREA(ACRES) = 2.62 TOTAL RUNOFF(CFS) = 5.19 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18,0 INCH PIPE IS 4.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.3 UPSTREAM NODE ELEVATION = 210.00 DOWNSTREAM NODE ELEVATION = 199.00 FLOWLENGTH(FEET) = 60.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.19 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 14.44 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.44 RAINFALL INTENSITY(INCH/HR) = 3,59 TOTAL STREAM AREA(ACRES) = 2,62 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.19 **************************************************************************** FLOW PROCESS FROM NODE 56.00 TO NODE 23.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 13.28(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 950.00 UPSTREAM ELEVATION = 340.00 DOWNSTREAM ELEVATION = 208.00 ELEVATION DIFFERENCE = 132.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.78 9 SUBAREA RUNOFF(CFS) = 14.94 TOTAL AREA(ACRES) = 8.76 TOTAL RUNOFF(CFS) = 14.94 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 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.) = 13.28 RAINFALL INTENSITY(INCH/HR) = 3.79 TOTAL STREAM AREA(ACRES) = 8.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.94 •• CONFLUENCE DATA ** STREAM RUNOFF ' Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.19 14.44 3.589 2.62 2 14.94 13.28 3.789 8.76 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 19.85 13.28 3.789 2 19.33 14.44 3,589 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.85 Tc(MIN.) = 13.2f TOTAL AREA (ACRES) = 11.38 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 22.2 UPSTREAM NODE ELEVATION = 199.00 DOWNSTREAM NODE ELEVATION = 185.20 FLOWLENGTH(FEET) = 90.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 19.85 TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 13.34 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 1 »»->DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.34 RAINFALL INTENSITY(INCH/HR) = 3.78 TOTAL STREAM AREA(ACRES) = 11.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.85 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 25.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 220.00 DOWNSTREAM ELEVATION = 197.00 ELEVATION DIFFERENCE = 23.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.311 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.783 SUBAREA RUNOFF(CFS) = 10.84 TOTAL AREA(ACRES) = 5.21 TOTAL RUNOFF(CFS) = 10.84 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.783 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 0.54 SUBAREA RUNOFF{CFS) = 1.94 TOTAL AREA(ACRES) = 5.75 TOTAL RUNOFF(CFS) = 12.78 TC(MIN) = 13.31 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 24.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.5 INCHES PIPEFLOW VELOCITY(FEET/SEC,) = 12,0 UPSTREAM NODE ELEVATION = 185.60 DOWNSTREAM NODE ELEVATION = 185.20 FLOWLENGTH(FEET) = 10.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 12.78 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 13.33 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 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.) = 13.33 RAINFALL INTENSITY(INCH/HR) =3.78 TOTAL STREAM AREA(ACRES) = 5.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.78 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 19.85 13.34 3.777 11.38 2 12.78 - 13.33 3.780 5.75 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 32.61 13.33 3.780 2 32.62 13.34 3.777 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.62 Tc(MIN.) = TOTAL AREA(ACRES) = 17.13 13.34 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 21,00 IS CODE = »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 21,0 INCH PIPE IS 15,7 INCHES PIPEFLOW VELOCITY(FEET/SEC,) = 16,9 UPSTREAM NODE ELEVATION = 185,00 DOWNSTREAM NODE ELEVATION = 181,00 FLOWLENGTH(FEET) = 70.00 ESTIMATED PIPE DIAMETER(INCH PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = 0.07 MANNING'S N = 0.013 = 21.00 NUMBER OF PIPES = 32.62 TC(MIN.) = 13.41 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 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 32.62 13.41 3.764 17.13 ** MEMORY BANK # STREAM RUNOFF NUMBER (CFS) 1 58.03 1 CONFLUENCE DATA *• Tc (MIN.) 16.17 INTENSITY (INCH/HOUR) 3.337 AREA (ACRE) 33.57 •• PEAK FLOW RATE TABLE •• STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 84.07 13.41 3.764 2 86.95 16.17 3.337 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 86.95 Tc(MIN.) = TOTAL AREA(ACRES) = 50.70 16.17 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 27.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 24.5 UPSTREAM NODE ELEVATION = 181.00 DOWNSTREAM NODE ELEVATION = 130.00 FLOWLENGTH(FEET) = 660.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 86.95 TRAVEL TIME(MIN.) = 0.45 TC(MIN.) = 16.62 **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< •USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 201.00 DOWNSTREAM ELEVATION = 180.00 ELEVATION DIFFERENCE = 21.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.222 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.7 99 SUBAREA RUNOFF(CFS) = 9.33 TOTAL AREA(ACRES) = 4.31 TOTAL RUNOFF(CFS) = 9.33 **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.2 UPSTREAM NODE ELEVATION = 164.00 DOWNSTREAM NODE ELEVATION = 160.00 FLOWLENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 9.33 TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 13,25 **************************************************************************** FLOW PROCESS FROM NODE 30,00 TO NODE 31,00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18,000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.7 UPSTREAM NODE ELEVATION = 160.00 DOWNSTREAM NODE ELEVATION = 131.00 FLOWLENGTH(FEET) = 410,00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 9.33 TRAVEL TIME(MIN.) = 0.50 TC(MIN.) = 13.75 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 1 »»>DES IGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.75 RAINFALL INTENSITY(INCH/HR) = 3.70 TOTAL STREAM AREA(ACRES) = 4.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.33 **************************************************************************** FLOW PROCESS FROM NODE 57.00 TO NODE 32.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 760.00 UPSTREAM ELEVATION = 195.00 DOWNSTREAM ELEVATION = 141.00 ELEVATION DIFFERENCE = 54.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.197 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. *CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED, 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.629 SUBAREA RUNOFF(CFS) = 4,65 TOTAL AREA(ACRES) = 2,33 TOTAL RUNOFF(CFS) = 4,65 **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 31.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.4 UPSTREAM NODE ELEVATION = 132.00 DOWNSTREAM NODE ELEVATION = 131.00 FLOWLENGTH(FEET) = 45,00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 4.65 TRAVEL TIME(MIN.) = 0.10 TC(MIN.) = 14.30 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.30 RAINFALL INTENSITY(INCH/HR) = 3.61 TOTAL STREAM AREA(ACRES) = 2.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4,65 **************************************************************************** FLOW PROCESS FROM NODE 58.00 TO NODE 33.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH = 815.00 UPSTREAM ELEVATION = 196.00 DOWNSTREAM ELEVATION = 141.00 ELEVATION DIFFERENCE = 55.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4,079 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. *CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.325 SUBAREA RUNOFF(CFS) = 7.09 TOTAL AREA(ACRES) = 1.18 TOTAL RUNOFF(CFS) = 7.09 ********************** ****************************************************** FLOW PROCESS FROM NODE 33,00 TO NODE 31,00 IS CODE = 3 »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18,000 DEPTH OF FLOW IN 18,0 INCH PIPE IS 5,8 INCHES PIPEFLOW VELOCITY(FEET/SEC,) = 14,4 UPSTREAM NODE ELEVATION = 133,00 DOWNSTREAM NODE ELEVATION = 131.00 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0,013 ESTIMATED PIPE DIAMETER(INCH) = 18,00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 7.09 TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 6.02 **************************************************************************** FLOW PROCESS FROM NODE 31,00 TO NODE 31,00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN,) = 6.02 RAINFALL INTENSITY(INCH/HR) = 6.31 TOTAL STREAM AREA(ACRES) = 1.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.09 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.33 13.75 3,704 4.31 2 4.65 14.30 3.612 2.33 3 7.09 6.02 6.309 1.18 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE •• STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 15.23 6.02 6.309 2 18.03 13.75 3.704 3 17.81 14.30 3.612 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.03 Tc(MIN.) = 13.75 TOTAL AREA(ACRES) =7.82 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 27.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.3 INCHES PIPEFLOW VELOCITY(FEET/SEC,) = 10,4 UPSTREAM NODE ELEVATION = 131,00 DOWNSTREAM NODE ELEVATION = 129,00 FLOWLENGTH(FEET) = 90.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21,00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 18,03 TRAVEL TIME(MIN.) = 0.14 TC(MIN.) = 13.90 ********************************** *****************************************^ FLOW PROCESS FROM NODE 27,00 TO NODE 27,00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY««< AREA (ACRE) 7.82 AREA (ACRE) 50.70 ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 18.03 13,90 3,680 •* MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 86.95 16.62 3.279 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 95.51 13.90 3.680 2 103.02 16,62 3,279 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 103,02 Tc(MIN,) = 16,62 TOTAL AREA(ACRES) = 58.52 ****************************************************.j^^.j^^ ******************** FLOW PROCESS FROM NODE 27.00 TO NODE 27,00 IS CODE = 12 »>»CLEAR MEMORY BANK # 2 ««< *******************************************************^^.^J^,J^^^^^^.^^^^^^^^^^^^ FLOW PROCESS FROM NODE 27,00 TO NODE 34,00 IS CODE = »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< DEPTH OF FLOW IN 36.0 INCH PIPE IS 27,2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 18.0 UPSTREAM NODE ELEVATION = 129.00 DOWNSTREAM NODE ELEVATION = 119.00 FLOWLENGTH(FEET) = 320.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 PIPEFLOW THRU SUBAREA(CFS) = 103.02 NUMBER OF PIPES = TRAVEL TIME(MIN.) = 0.30 TC(MIN,) = 16.91 + + I END OF NEIGHBORHOOD 1.13 I I I I BEGIN NEIGHBORHOOD 1.14 I + + **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.91 RAINFALL INTENSITY(INCH/HR) = 3.24 TOTAL STREAM AREA(ACRES) = 58.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 103.02 **************************************************************************** FLOW PROCESS FROM NODE 37.00 TO NODE 38.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 162.20 DOWNSTREAM ELEVATION = 135.50 ELEVATION DIFFERENCE = 2 6.70 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.357 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.775 SUBAREA RUNOFF(CFS) = 2.85 TOTAL AREA(ACRES) = 1.45 TOTAL RUNOFF(CFS) = 2.85 **************************************************************************** FLOW PROCESS FROM NODE 38.00 TO NODE 35.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 135.50 DOWNSTREAM ELEVATION = 135.00 STREET LENGTH(FEET) = 60.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) =30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 14.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.73 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.38 HALFSTREET FLOODWIDTH(FEET) = 12.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.18 PRODUCT OF DEPTH&VELOCITY = 0.82 STREETFLOW TRAVELTIME(MIN) = 0.4 6 TC(MIN) = 13.82 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.693 •USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT'= .5200 SUBAREA AREA(ACRES) = 0.92 SUBAREA RUNOFF(CFS) = 1.77 SUMMED AREA(ACRES) = 2.37 TOTAL RUNOFF(CFS) = 4.61 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOODWIDTH(FEET) = 13.52 FLOW VELOCITY(FEET/SEC.) = 2.37 DEPTH&VELOCITY = 0.94 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 34.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 20.8 UPSTREAM NODE ELEVATION = 125.00 DOWNSTREAM NODE ELEVATION = 119.00 FLOWLENGTH(FEET) = 15.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.61 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 13.83 **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.83 RAINFALL INTENSITY(INCH/HR) = 3.69 TOTAL STREAM AREA(ACRES) = 2.37 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.61 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 39.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< •USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 161.20 DOWNSTREAM ELEVATION = 138.50 ELEVATION DIFFERENCE = 22.70 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14,099 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION, EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.645 SUBAREA RUNOFF(CFS) =5,02 TOTAL AREA(ACRES) = 2,65 TOTAL RUNOFF(CFS) = 5,02 ********************************************* *^**^^^.^^^.^^^j^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 39,00 TO NODE 36.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 138,50 DOWNSTREAM ELEVATION = 136.00 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 14,00 INTERIOR STREET CROSSFALL(DECIMAL) = 0,020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0,020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 7,35 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0,34 HALFSTREET FLOODWIDTH(FEET) = 10.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.84 PRODUCT OF DEPTH&VELOCITY =0.97 STREETFLOW TRAVELTIME(MIN) = 1.18 TC(MIN) = 15,27 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.4 62 •USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 SUBAREA AREA(ACRES) = 2.58 SUBAREA RUNOFF(CFS) = 4.64 SUMMED AREA(ACRES) = 5.23 TOTAL RUNOFF(CFS) = 9.67 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.38 HALFSTREET FLOODWIDTH(FEET) = 12.63 FLOW VELOCITY(FEET/SEC.) = 2.82 DEPTH&VELOCITY = 1.07 **************************************************************^^^^^^^^^^j^j^.^^ FLOW PROCESS FROM NODE 36.00 TO NODE 34.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 20.1 UPSTREAM NODE ELEVATION = 126.00 DOWNSTREAM NODE ELEVATION = 119.00 FLOWLENGTH(FEET) = 35.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 9.67 TRAVEL TIME(MIN.) =' 0.03 TC{MIN.) = 15.30 **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 15,30 RAINFALL INTENSITY(INCH/HR) = 3,4 6 TOTAL STREAM AREA(ACRES) = 5,23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9,67 •• CONFLUENCE DATA •• STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 103.02 16.91 3.241 58.52 2 4.61 13.83 3.691 2.37 3 9.67 15.30 3.457 5.23 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. •• PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 104.13 13.83 3.691 2 110.57 15.30 3.457 3 116.13 16.91 3.241 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 116.13 Tc(MIN.) = 16.91 TOTAL AREA(ACRES) = 66.12 **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 41.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 18.8 UPSTREAM NODE ELEVATION = 119.00 DOWNSTREAM NODE ELEVATION = 114.50 FLOWLENGTH(FEET) = 142.23 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 116.13 TRAVEL TIME(MIN.) = 0.13 TC(MIN.) = 17.04 **************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< **************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3500' NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 11.40(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 360.00 UPSTREAM ELEVATION = 245.00 DOWNSTREAM ELEVATION = 180.00 ELEVATION DIFFERENCE = 65.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4,180 SUBAREA RUNOFF(CFS) = 2.00 TOTAL AREA(ACRES) = 1.37 TOTAL RUNOFF(CFS) = 2.00 **************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 180.00 DOWNSTREAM ELEVATION = 175.00 STREET LENGTH(FEET) = 117.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 14.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0,020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0,020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3,23 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0,24 HALFSTREET FLOODWIDTH(FEET) = 5.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.83 PRODUCT OF DEPTH&VELOCITY = 0.90 STREETFLOW TRAVELTIME(MIN) = 0.51 TC(MIN) = 11.91 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.063 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 SUBAREA AREA(ACRES) = 1.16 SUBAREA RUNOFF(CFS) = 2.45 SUMMED AREA(ACRES) = 2.53 TOTAL RUNOFF(CFS) = 4.46 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.25 HALFSTREET FLOODWIDTH(FEET) = 6.40 FLOW VELOCITY(FEET/SEC.) = 4.22 DEPTH*VELOCITY = 1.07 **************************************************************************** FLOW PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.8 UPSTREAM NODE ELEVATION = 165.00 DOWNSTREAM NODE ELEVATION = 160.00 FLOWLENGTH(FEET) = 190.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.4 6 TRAVEL TIME(MIN.) = 0.41 TC(MIN.) = 12.32 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 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.) = 12.32 RAINFALL INTENSITY(INCH/HR) = 3.98 TOTAL STREAM AREA(ACRES) = 2.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.46 **************************************************************************** FLOW PROCESS FROM NODE 46.00 TO NODE 47.00 IS CODE = 21 • »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 180.00 DOWNSTREAM ELEVATION = 174.50 ELEVATION DIFFERENCE =5.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 22.615 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.688 SUBAREA RUNOFF(CFS) = 3.98 TOTAL AREA(ACRES) = 2.85 TOTAL RUNOFF(CFS) = 3.98 **************************************************************************** FLOW PROCESS FROM NODE 47.00 TO NODE 48.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 174.50 DOWNSTREAM ELEVATION = 171.00 STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) =30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 14.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.4 9 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.38 HALFSTREET FLOODWIDTH(FEET) = 12.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.62 PRODUCT OF DEPTH&VELOCITY = 0.99 STREETFLOW TRAVELTIME(MIN) = 1.97 TC(MIN) = 24.59 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.547 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 SUBAREA AREA(ACRES) = 0.77 SUBAREA RUNOFF(CFS) = 1.02 SUMMED AREA(ACRES) = 3.62 TOTAL RUNOFF(CFS) = 5.00 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.38 HALFSTREET FLOODWIDTH(FEET) = 12.63 FLOW VELOCITY(FEET/SEC.) = 2.92 DEPTH*VELOCITY = 1.11 **************************************************************************** FLOW PROCESS FROM NODE 48.00 TO NODE 45.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.3 UPSTREAM NODE ELEVATION = 161.00 DOWNSTREAM NODE ELEVATION = 160.00 FLOWLENGTH(FEET) = 15,00 MANNING'S N = 0,013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.00 TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 24.61 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 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.) = 24.61 RAINFALL INTENSITY(INCH/HR) = 2.55 TOTAL STREAM AREA(ACRES) = 3.62 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.00 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.46 12.32 3.977 2.53 2 5.00 24.61 2.545 3.62 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.66 12.32 3.977 2 7.85 24.61 2.545 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.85 Tc(MIN.) =. 24.61 TOTAL AREA(ACRES) = 6.15 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 49.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.9 UPSTREAM NODE ELEVATION = 160.00 DOWNSTREAM NODE ELEVATION = 158.00 FLOWLENGTH(FEET) = 60.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 7.85 TRAVEL TIME(MIN.) = 0.10 TC(MIN.) = 24,71 **************************************************************************** FLOW PROCESS FROM NODE 49.00 TO NODE 4 9.00 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.) = 24.71 RAINFALL INTENSITY(INCH/HR) = 2.54 TOTAL STREAM AREA(ACRES) = 6.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7,85 **************************************************************************** FLOW PROCESS FROM NODE 50,00 TO NODE 51.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 INITIAL SUBAREA FLOW-LENGTH = 480.00 UPSTREAM ELEVATION = 192.80 DOWNSTREAM ELEVATION = 187.00 ELEVATION DIFFERENCE = 5.80 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 21.475 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.77 9 SUBAREA RUNOFF(CFS) = 1.78 TOTAL AREA(ACRES) = 1.23 TOTAL RUNOFF(CFS) = 1.78 **************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 187,00 DOWNSTREAM ELEVATION = 171,00 STREET LENGTH(FEET) = 400.00 CURB HEIGHTS INCHES) = 6. STREET HALFWIDTH(FEET) = 30,00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 14.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0,020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0,020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.06 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0,29 HALFSTREET FLOODWIDTH(FEET) = 8.18 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.89 PRODUCT OF DEPTH&VELOCITY = 1.13 STREETFLOW TRAVELTIME(MIN) = 1.71 TC(MIN) = 23.19 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.645 •USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 SUBAREA AREA(ACRES) = 1.87 SUBAREA RUNOFF(CFS) = 2.57 SUMMED AREA(ACRES) = 3.10 TOTAL RUNOFF(CFS) = 4.35 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOODWIDTH(FEET) = 9.07 FLOW VELOCITY(FEET/SEC.) = 4.62 DEPTH&VELOCITY = 1.42 **************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 4 9.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18,000 DEPTH OF FLOW IN 18,0 INCH PIPE IS 4,7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.8 UPSTREAM NODE ELEVATION = 161.00 DOWNSTREAM NODE ELEVATION = 158.00 FLOWLENGTH(FEET) = 35.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.35 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 23.24 **************************************************************************** FLOW PROCESS FROM NODE 4 9.00 TO NODE 49.00 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.) = 23.24 RAINFALL INTENSITY(INCH/HR) = 2,64 TOTAL STREAM AREA(ACRES) = 3,10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.35 •* CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.85 24.71 2.538 6.15 2 4.35 23.24 2,641 3,10 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 11.90 23.24 2,641 2 12.03 24.71 2.538 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.03 Tc(MIN.) = 24,71 TOTAL AREA(ACRES) =9,25 **************************************************************,^,*.,j.,^,^.i^j^.^,.^.^..^.j..^^ FLOW PROCESS FROM NODE 4 9,00 TO NODE 41,00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18,000 DEPTH OF FLOW IN 18,0 INCH PIPE IS 7.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.5 UPSTREAM NODE ELEVATION = 157.67 DOWNSTREAM NODE ELEVATION = 116.00 FLOWLENGTH(FEET) = 362.33 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 12.03 TRAVEL TIME(MIN.) = 0.34 TC(MIN.) = 25.05 **************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 12.03 25.05 2.516 9.25 ** MEMORY BANK # 3 CONFLUENCE DATA •• STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 116.13 17.04 3.226 66.12 •• PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 125.52 17.04 3,226 2 102,60 25.05 2.516 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 125.52 Tc(MIN.) = 17.04 TOTAL AREA(ACRES) = 75.37 **************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE = 12 »>»CLEAR MEMORY BANK # 3 ««< **************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 53,00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< DEPTH OF FLOW IN 33.0 INCH PIPE IS 21.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 30.1 UPSTREAM NODE ELEVATION = 114.04 DOWNSTREAM NODE ELEVATION = 88.80 FLOWLENGTH(FEET) = 242.84 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 125.52 TRAVEL TIME(MIN.) = 0.13 TC(MIN.) = 17.17 + -I- I I END OF NEIGHBORHOOD 1.14 I --1- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 125.52 Tc(MIN.) = 17.17 TOTAL AREA(ACRES) = 75.37 END OF RATIONAL METHOD ANALYSIS La Costa Greens - Phase I (Neighborhoods 1.08 - 1.14) Tentative Map Drainage Study CHAPTER 6 - DEVELOPED CONDITION HYDROLOGY MAP FOR NEIGHBORHOODS 1.08,1.09, AND 1.12 EM h:VBports\2352V)50\a03.doc w.o. 2352-50 1/16/2003 9:22 AM