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HomeMy WebLinkAboutCT 02-19; BRESSI RANCH PA 11; WATER QUALITY TECHNICAL REPORT; 2004-12-01WATER OUALITY TECHNICAL REPORT BRESSI RANCH PLANNING AREA 11 CITY OF CARLSBAD, CA DECEMBER 2004 PROJECT NUMBERITCT 02-19 Prepared For: BARRATT AMERICAN INC. 5950 Priestly Drive, Suite 101 Carlsbad, CA 92008 PROJECTDESIGN CONSULTANTS PlANWNG • D*\'IRONMENTAi • ENGINEERING « Sl(RV£T/GPS 701 B Street, Suile 800, San Diego, CA 92101 619-235-6471 FAX 619-234-0349 Job No. 2726 Prepared by: C.D.Szczublewski Reviewed by: Bracken Ellis Under the supervision of Gary W. Wesch, PE Registration Expires RCE 27376 03/31/05 TABLE OF CONTENTS 1. INTRODUCTION 1 2. PROJECT DESCRIPTION 2 3. POLLUTANTS AND CONDITIONS OF CONCERN 3 Anticipated and Potential Pollutants from the Project Area 3 Pollutants of Concern in Receiving Waters 3 Beneficial Uses 3 Impaired Water Bodies 4 Watershed Pollutants of Concem 5 Conditions of Concem 5 4. STORM WATER BEST MANAGEMENT PRACTICES 7 Site Design and Source Control BMPs 7 Project-Specific BMPs 9 Structural Treatment BMPs 10 Filtration Systems 12 Hydrodynamic Separator Systems 16 Selected Treatment BMP(s) 17 BMP Plan Assumptions 17 5. PROJECT BMP PLAN IMPLEMENTATION 19 Construction BMPs 19 Recommended Post-Constmction BMP Plan 19 Operation and Maintenance Plans 21 6. PROJECT BMP COSTS AND FUNDING SOURCES 22 TABLES Table 1. Anticipated Conditions - Anticipated Pollutants and Sources 3 Table 2. Beneficial Uses for Inland Surface Waters 4 Table 3. Beneficial Uses for Groundwater 4 Table 4. Structural BMP Selection Matrix 11 Table 5. BMP Design Criteria 18 Table 6. Post-Construction BMP Summary 20 Table 7. BMP Costs 22 APPENDICES 1. Storm Water Requirements Applicability Checklist 2. Project Maps 3. Drainage Calculations 4. Supplemental BMP Information 5. References 111 1. INTRODUCTION This Water Quality Technical Report (WQTR) was prepared to define recommended project Best Management Practice (BMP) options that satisfy the requirements identified in the following documents: • City of Carlsbad Standard Urban Storm Water Mitigation Plan, Storm Water Standards, • County of San Diego Watershed Protection, Storm Water Management and Discharge Control Ordinance (County Ordinance), • Standard Specifications for Public Works Construction, • NPDES General Permit for Storm Water Discharges Associated with Construction Activity, and • San Diego Municipal NPDES Storm Water Permit (Order Number 2001-01). Specifically, this report includes the following: • Project description and location with respect to the Water Quality Control Plan for the San Diego Basin (Basin Plan); • BMP design criteria and water quality treatment flow and volume calculations; • Recommended BMP options for the project; • BMP device information for the recoinmended BMP options; and • Operation, maintenance, and funding for the recommended BMPs. TAWater ResourcesWVater Qualily\_ProjecIs\2726-Brcssi Residential PA 1 l\WQTR\2726_WQTR.doc - 1 - 2. PROJECT DESCRIPTION This WQTR is provided for Bressi Ranch Planning Area 11. The project is located in the City of Carlsbad and is part of the Bressi Ranch Development. The Bressi Ranch Development is bound by Palomar Airport Road to the north, El Camino Real to the west, Melrose Drive and existing residential properties to the east, and open space and existing residential properties to the south. Within the Bressi Ranch Development, PA 11 is an irregular-shaped site bound by open space to the west, PA 10 to the north, PA 8 and 12 and Greenhaven Drive to the east, and open space to the south. The vicinity and site maps are available in Appendix 2. The total project site consists of 35 acres. The project consists of the construction of 25 single family homes as well as associated roadways, utilities, and landscaping. The project area currently consists of mass graded pads. The backbone storm drain system is in place to convey flow from the desilting basins. T:\Waler ResourcesWater Quality\_Projecls\2726-Bressi Residenlial PA 1 I\WQTR\2726_WQTR.doc -2- 3. POLLUTANTS AND CONDITIONS OF CONCERN Anticipated and Potential Pollutants from the Project Area Based on land use, potential pollutants from the site under existing conditions include sediment, nutrients, trash and debris, and pesticides. Anticipated pollutants from the site under proposed conditions include sediment, trash and debris, nutrients, bacteria and viruses, pesticides, oxygen demanding substances, organic compounds, oil and grease, and heavy metals. TABLE 1. ANTICIPATED CONDITIONS - ANTICIPATED POLLUTANTS AND SOURCES Area Anticipated Pollutants General use Sediment, trash and debris, bacteria and viruses, pesticides Landscaped areas Sediment, nutrients, oxygen demanding substances, pesticides Parking/driveways Sediment, heavy metals, trash and debris, oil and grease, organic compounds Rooftops Sediment, nutrients, trash and debris Trash storage areas Sediment, nutrients, trash and debris, bacteria and viruses Pollutants of Concern in Receiving Waters The Bressi Ranch Planning Area 11 Project is located in the Carlsbad Watershed (Hydrologic Unit 904.5) and is tributary to San Marcos Creek.' The sections below provide the beneficial uses and identification of impaired water bodies within the project's hydrologic area. Beneficial Uses The beneficial uses of the inland surface waters and the groundwater basins must not be threatened by the project. Tables 2 and 3 list the beneficial uses for the surface waters and groundwater within the project's hydrologic area. Water Quality Control Plan for the San Diego Basin, San Diego Regional Water Quality Control Board T:\Waler ResourcesWater Quality\_Projects\2726-Bressi Residential PA 1 lWQTR\2726_WQTR.doc TABLE 2. BENEFICIAL USES FOR INLAND SURFACE WATERS Surface Water "mm AGR RECl REC2 WILD San Marcos Creek -i-• • • • • TABLE 3. BENEFICIAL USES FOR GROUNDWATER Hydrologic Area, Hydrologic Unit : MUN; :;': AGR IND Batiquitos, 904.51 • • • Source: Water Quality Control Plan for the San Diego Basin, September 1994 Notes for Tables 2 and 3: • = Existing Beneficial Use 0 = Potential Beneficial Use + - Excepted from Municipal MUN - Municipal and Domestic Supply: Includes use of water for community, military, or individual water supply systems including, but not limited to, drinking water supply. AGR - Agricultural Supply: Includes use of water for farming, horticulture, or ranching including, but not limited to, irrigation, stock watering, or support of vegetation for range grazing. IND - Industriai Services Supply: Includes use of water for industrial activities that do not depend primarily on water quality including, but not limited to, mining, cooling water supply, hydraulic conveyance, gravel washing, fire protection, or oil well re-pressurization. RECl - Contact Recreation: Includes use of water for recreational activities involving body contact with water where ingestion of water is reasonably possible. These uses include, but are not limited to, swimming, wading, water-skiing, skin and SCUBA diving, surfing, white water activities, fishing, or use of natural hot springs. REC2 - Non-Contact Recreation: Includes use of water for recreation involving proximity to water, but not normally involving body contact with water where ingestion of water is reasonably possible. These uses include, but are not limited to, picnicking, sunbathing, hiking, camping, boating, tide pool and marine life study, hunting, sightseeing, or aesthetic enjoyment in conjunction with the above activities. WARM - Warm Freshwater Habitat: Includes uses of water that support warm water ecosystems including, but not limited to, preservation or enhancement of aquatic habitats, vegetation, fish or wildlife, including invertebrates. WILD-Wildlife Habitat: Includes uses of water that support terrestrial ecosystems including but not limited to, preservation and enhancement of terrestrial habitats, vegetation, wildlife, (e.g., mammals, birds, reptiles, amphibians, invertebrates), or wildlife and food sources. Impaired Water Bodies Section 303(d) of the Federal Clean Water Act (CWA, 33 USC 1250, et seq., at 1313(d)), requires States to identify and list waters that do not meet water quality standards after applying TrWater ResourcesWater Quality\_Projecls\2726-Bressi Residential PA 1 l\WQTR\2726_WQTR.doc -4- certain required technology-based effluent limits (impaired water bodies). The hst is known as the Section 303(d) list of impaired waters. The proposed project is not directly tributary to a 303(d) listed water body. The closest impaired water body is the Pacific Ocean Shoreline, San Marcos HA, which is 303(d) Hsted for bacteria. In addition to the Section 303(d) Ust of impaired waters, the State of California also identifies waters of concern that may be included on the 303(d) list in the very near future. These waters have some indications that they are impaired, but there is currently insufficient data to meet the requirements for inclusion on the 303(d) list of impaired waters. This hst is known as the Monitoring List (2002). The proposed project is not directly tributary to a Monitoring List (2002) water body. The closest Monitoring List (2002) water body is the Aqua Hedionda Lagoon, which is listed for copper and selenium. Watershed Pollutants of Concem The proposed project is located within the Carlsbad Watershed. According to the Carlsbad Watershed Urban Runoff Management Program, the pollutants of concern for the Watershed are bacteria, diazinon, sediment, total dissolved sohds, and nutrients. Conditions of Concern A drainage study was conducted by a California Registered Civil Engineer (RCE) to identify the conditions of concern for this project. The drainage calculations are available in Appendix 3. Following is the summary of findings from the study: • Drainage Pattems: Under existing conditions, most of the runoff from PA 11 sheet flows to the southwest and into desilting basins before entering the natural canyon (open space) to the west and south of the site. The northwestem slope discharges directly to the natural canyon, while the southeastem comer of the site drains into PA 12's southwestem desilting basin. All storm water discharges into the natural canyon and unnamed creek, which eventually empties into San Marcos Creek. T:\Waler ResourcesWater Quality\_Projects\2726-Bressi Residential PA 1 nWQTR\2726_WQTR.doc -5 - Under proposed conditions, the project area runoff will drain across the lots and into the onsite storm drain system. The northem site flow will be discharged to the natural canyon to the west of PA 11. The central portion of the site drains to the natural canyon to the south of PA II, and the southeastem portion joins runoff from PA 12, entering the backbone storm drain system at Poinsettia Lane (station 70-fOO). All storm water will be discharged to the natural canyon and unnamed creek, which eventually empties into San Marcos Creek. • Soil Conditions and Imperviousness: The project area consists of soil group D. Under existing conditions, the project area is 5% impervious and the runoff coefficient is 0.45. Under the proposed conditions, the project area will be 26% impervious and the overall runoff coefficient is expected to be 0.45. • Rainfall Runoff Characteristics: Under existing conditions, the project area generates approximately 54.9 CFS (2-year storm) and 55.4 CFS (10-year storm) of storm water runoff. Under the proposed conditions, the site will generate approximately 30.1 CFS (2- year storm) and 41.9 CFS (10-year storm) of storm water runoff. See the Addendum Drainage Report, Bressi Ranch Backbone Improvements, Greenhaven Drive, Planning Area 11, September 2004 for the existing lOO-year runoff values and exhibits for PA 11 and the Drainage Report for Bressi Ranch Mass-Graded Condition, February 2003 for existing lOO-year runoff values and exhibits for the entire development. See the Drainage Report for Bressi Ranch Residential Planning Area 11, May 2004 for the proposed lOO- year runoff values and exhibits. • Downstream Conditions: Since the natural drainage pattems will be maintained, there is no expected adverse impact on downstream conditions. The water quality will be improved by the development through the implementation of site design, source control, and treatment BMPs. All discharge points have been designed to protect against high velocity erosion in the proposed condition, and a detention basin on the southwestem comer of Poinsettia Lane and El Fuerte Street is being utilized to mitigate the peak flows. TAWater ResourcesWater Quality\_Projects\2726-Bressi Residential PA 1 nWQTR\2726_WQTR.doc -6- 4. STORM WATER BEST MANAGEMENT PRACTICES The City Storm Water Standards Manual (Section III.2) requires the implementation of applicable site design, source control, project-specific, and structural treatment control BMPs. Site Design and Source Control BMPs The project addresses the site design and source control BMPs required by the City Storm Water Standards (III.2.A and III.2.B) as follows: • Maintain Pre-Development Rainfall Runoff Characteristics 0 Minimize impervious footprint - To the maximum extent practicable, walkways, trails, patios, and other low- traffic areas will be constructed with permeable surfaces, such as pervious concrete, porous asphalt, unit pavers, and granular materials. - To the maximum extent practicable, native or drought tolerant trees and large shrubs shall be planted to maximize canopy interception and water conservation. 0 Conserve natural areas - Natural drainage systems shall be used to the maximum extent practicable. - This project is part of the Bressi Ranch Development. In planning the Bressi Ranch Development, construction was concentrated or clustered on the least environmentally sensitive portions of the site. o Minimize directly connected areas TAWater ResourcesWater Quality\_Projecls\2726-Bressi Residential PA 1 l\WQTR\2726_WQTR.doc -7- - To the maximum extent practicable, drainage from rooftops and impervious areas will be discharged into landscaping prior to reaching the storm drain system. 0 Maximize canopy interception and water conservation - To the maximum extent practicable, existing native trees and shrubs shall be preserved and additional native and drought-tolerant trees and large shrubs shall be planted instead of non-drought tolerant exotics. Protect Slopes and Channels 0 All slopes will be stabilized with hydroseed or equivalent erosion control measures. 0 All outfalls will be equipped with an energy dissipation device and/or a riprap pad to prevent high velocity erosion. Design Outdoor Materials Storage Areas to Reduce Pollution Introduction 0 There are no outdoor material storage areas proposed for this project. Design Trash Storage Areas to Reduce Pollution Introduction o All trash storage is covered due to the design of the standard-issue residential City of Carlsbad automated refuse containers. Provide Storm Water Conveyance System Stenciling and Signage o All storm drain inlets and catch basins within the project area shall be stenciled, labeled, or stamped with prohibitive language (such as: "NO DUMPING - I LIVE DOWNSTREAM") and graphical icons to discourage illegal dumping, according to City approved designs. Use Efficient Irrigation Systems and Landscape Design TAWater ResourcesWater Quality\_Projects\2726-Brcssi Residential PA 1 l\WQTR\2726_WQTR.doc o Rain shutoff devices shall be employed to prevent irrigation during precipitation, consistent with the Carlsbad Landscape Manual. o Irrigation systems shall be designed to each landscape area's specific water requirements, consistent with the Carlsbad Landscape Manual. • Employ Integrated Pest Management Principles o The need for pesticide use shall be reduced to the maximum extent practicable by including pest-resistant or well-adapted native plant varieties and by distributing Integrated Pest Management (IPM) education materials to future site residents. • Additional Source Control BMPs o Covered Parking - Garages will provide covered parking to reduce pollution introduction, o Storm Water Education - Residents will be educated on general issues of storm water pollution prevention through the Public Participation and Outreach Programs operated by the City of Carlsbad and County of San Diego. o Runoff Diversion - Runoff from surrounding slopes and pervious areas is captured and enters area drains with minimal contact with the impervious roadway. This mnoff is completely diverted from contacting the roadway. Project-Specific BMPs The City Storm Water Standards Manual requires specific BMPs if the project includes private roads, residential driveways and guest parking, dock areas, maintenance bays, vehicle and equipment wash areas, outdoor processing areas, surface parking areas, non-retail fueling areas, TAWater ResourcesWater Quality\_Projecls\2726-Bressi Residential PA 1 nWQTR\2726_WQTR.doc -9- or steep hillside landscaping. Bressi Ranch Planning Area 11 does include components that require project-specific BMPs. The City Storm Water Standards Manual lists three options for private roads and five options for residential driveways. The Bressi Ranch Planning Area 11 Project includes a 5-foot urban swale system for the roadway drainage, but uses none of the options for the driveways. However, the intent of the Storm Water Standards is to reduce the discharge of pollutants from storm water conveyance systems to the Maximum Extent Practicable (MEP statutory standard) throughout the use of a developed site. The Bressi Ranch Development meets this objective by including treatment BMPs prior to offsite discharge. Structural Treatment BMPs The selection of structural treatment BMP options is determined by the target pollutants, removal efficiencies, expected flows, and space availability. Table 4 is a selection matrix for structural treatment BMPs based on target pollutants and removal efficiencies. TAWater Resources\Water Quality\_Projects\2726-Bressi Residential PA inWQTR\2726_WQTR.doc - 10- TABLE 4, STRUCTURAL BMP SELECTION MATRIX PoUutant Categories Treatmen t Control BMP Categories PoUutant Categories Biofilters Detention Basins Infiltration Basins*'^ Wet Ponds or Wetlands Drainage Inserts Filtration Hydrodynamic Separator Systems Sediment M H H H L H M Nutrients L M M M L M L Heavy Metals M M M H L H L Organic Compounds U U U U L M L Trash & Debris L H U u M H M Oxygen Demanding Substances L M M M L M L Bacteria U U H u L M L Oil& Grease M M U u L H L Pesticides U U U u L u L Notes for Table 4 (1) (2) L: M: H: U: Including trenches and porous pavement Also known as hydrodynamic devices and baffle boxes Low removal efficiency Medium removal efficiency High removal efficiency Unknown removal efficiency The target pollutants for this project in order of general priority are sediment (with attached pollutants: bacteria and nutrients), trash and debris, and pesticides. Based on the target pollutants and typical removal efficiencies, the treatment BMP options to consider include filtration and hydrodynamic separators. Infiltration devices, such as infiltration trenches/basins and porous/permeable pavement rely on the filtering ability of soils or other materials to treat urban runoff discharges and reduce discharge amounts. TAWater ResourcesWater QuaIily\_Projects\2726-Bressi Residential PA 1 nWQTR\2726_WQTR.doc - 11 - Filtration Systems Filtration systems include biofllters, sand and organic filters, and proprietary devices.^ Biofilters Biofiltration includes grass swales, buffer strips, flow-through or infiltration planter boxes, and bioretention areas, providing effective treatment through filtration, biological uptake, and attenuation of storm water runoff Grass swales are linear filtration practices that can be used on site with slopes of less than 4 percent. They are well suited to treat roadway runoff and they aide in reducing runoff velocities. Buffer strips are vegetated surfaces designed to treat sheet flow from adjacent areas. Like grass swales, buffer strips function by reducing runoff velocities to filter sediment and other pollutants and provide some infiltration into underlying soils. Flow-through or infiltration planter boxes are designed to allow mnoff to filter through layers of topsoil (thus capturing pollutants) and then to be collected in a pipe to be discharged offsite or allowed to infiltrate into native soils. The planter is sized to accept runoff and temporarily store the water in a reservoir on top of the soil; water should drain through the planter within 3-4 hours after a storm event. Bioretention areas are landscape features designed to provide treatment of storm water runoff These areas are typically shallow, landscaped depressions, located within small pockets of residential land uses. During storms, the mnoff ponds above the mulch and soil of the bioretention system. The runoff filters through the mulch and soil mix, typically being collected in a perforated underdrain and retumed to the MS 4. Sand and Organic Filters For sand and organic filtration systems, there are five basic storm water filter designs: TAWater ResourcesWater Quality\_Projcct5\2726-Bressi Residential PA 1 lWQTR\2726_WOTR.doc - 12- • Surface sand filter: This is the original sand filter design with the filter bed and sediment chamber placed aboveground. The surface sand filter is designed as an offline system that receives only the smaller water quality events. • Underground filter: This is the original sand filter design with the filter bed and sediment chamber placed underground. It is an offline system that receives only the smaller water quality events. • Perimeter filter: This is the only filtering option that is an online system with an overflow chamber to accommodate large storm events. • Organic media filter: This is a slight modification to the surface sand filter, with the sand medium replaced with or supplemented by an organic medium to enhance pollutant removal of many compounds. • Multi-Chamber Treatment Train: This is an underground system with three filtration chambers designed to achieve very high pollutant removal rates. Proprietary Devices Proprietary filtration devices include offline filtration systems, onhne filter units, and filtration based inlet inserts. Proprietary catch basin insert devices contain a filtering medium placed inside the stormwater system's catch basins. The insert can contain one or more treatment mechanisms, which include filtration, sedimentation, or gravitational absorption of oils. The water flows into the inlet, through the filter, where pollutants and contaminants are removed, and then into the drainage system. There are two primary designs for inlet inserts. One design uses fabric filter bags that are suspended in place by the grate or by retainer rods placed across the catch basin. The fabric filter design includes a skirt that directs the storm water flow to a pouch that may be equipped with oil-absorbing pillows. These inlet inserts are typically equipped with "Bypass Ports" to prevent flooding during large storm events. Maintenance on the fabric filter inserts includes periodic inspection and replacement of the entire insert when it becomes clogged with captured TAWater ResourcesWater Quality\_Projects\2726-Bressi Residenlial PA 1 nWQTR\2726_WQTR.doc - 13 - pollutants. The other design for inlet inserts uses stainless steel, High-Density Polyethylene (HDPE), or other durable materials to form a basket or cage-like insert placed inside the catch basin. This basket contains the filter medium and absorbent materials that treat the storm water as it passes through. These inlet inserts are also equipped with bypass pathways to allow normal operation of the storm drain system during large storm events. Maintenance on the basket-type inlet inserts includes periodic inspection and removal and replacement of the filter medium and absorbent materials (not the entire inlet insert). There are several types of proprietary inlet inserts for both design types: • Fabric Filter Bag Design o Stream Guard: Stream Guard works by initially capturing sediment and trash and debris, and then combats dissolved oil, nutrients and metals through a filter media. o Ultra-Drainguard: Ultra-Drainguard works by initially capturing sediment and trash and debris, and then combats dissolved oil, nutrients and metals through a filter media. The Ultra-Drainguard has an oil absorbent pillow that can be replaced separate from the filter during times of large free-oil runoff ^ • Basket-type Inlet Inserts o AbTech Ultra-Urban Filter: The Ultra-Urban Filter is a cost-effective BMP designed for use in storm drains that experience oil and grease pollution accompanied by sediment and trash and debris. The oil is permanently bonded to a SmartSponge, while sediment and trash and debris are captured in an internal basket. o AquaGuard: AquaGuard works by initially capturing sediment and trash and debris, and then combats dissolved oil, nutrients and metals through a filter 2 URL: http://www.epa.gov/regionl/assistance/ceitts/stormwater/techs/ TAWater ResourcesWater Quality\_Projects\2726-Bressi Residential PA 1 nWQTR\2726_WQTR.doc - 14- media. AquaGuard compares to others by being easy to handle, i.e. no special lifting equipment for filter removal.^ o FloGard: FloGard uses catch basin filtration, placing catch basin insert devices with a filter medium just under the grates of the stormwater system's catch basins. FloGard handles non-soluble solids such as sediment, gravel, and hydrocarbons, which are all potential pollutants originating from the roof and parking lot. FloGard is available for standard catch basins and for roof downspouts. ^ Recommended Filtration Option Grass swales, buffer strips, and bioretention areas are natural BMP systems that can add to the value of neighboring lots. Therefore, depending on the proposed site drainage pattems, biofiltration may be applicable to this project. Surface sand filters, media filters, and the multi chamber treatment train have spatial requirements that cannot be shared with other uses (e.g., parking, driveways, landscaping, etc.). Also, sand filters have a high potential for clogging if proper maintenance is not conducted or if the system receives water with high amounts of sediment or trash and debris. Finally, surface sand and media filters have extremely high maintenance costs compared to proprietary filtration designs; therefore, they are not recommended for this project. Of the two types of proprietary filtration based inlet insert designs, experience within Southem California has shown the basket- type inlet inserts to be more reliable and less cumbersome for maintenance and proper operation.'* Therefore, the best type of filtration system for Bressi Ranch Planning Area 11 is a proprietary filtration based inlet insert in conjunction with biofiltration, such as grass swales for the roadway drainage. ^ 2003 KriStar Enterprises, Inc. •* Correspondence with the City of Dana Point, the City of Encinitas, and the City of Santa Monica TAWater ResourcesWater Quality\_Projects\2726-Brtssi Residential PA 1 IWQTR\2726_WQTR.doc - 15 - Hydrodynamic Separator Svstems Hydrodynamic separator systems (HDS) are flow-through structures with a settling or separation unit to remove sediments and other pollutants that are widely used in storm water treatment. No outside power source is required, because the energy of the flowing water allows the sediments to efficiently separate. Depending on the type of unit, this separation may be by means of swirl action or indirect filtration. Hydrodynamic separator systems are most effective where the materials to be removed from runoff are heavy particulates that can be settled or floatables that can be captured, rather than sohds with poor settleability or dissolved pollutants. For hydrodynamic separator systems, there are four major proprietary types: • Continuous Deflective Separation (CDS): CDS provides the lowest cost overall when compared to other HDS units. A sorbent material can be added to remove unattached oil and grease.^ • Downstream Defender™: Downstream Defender traps sediment while intercepting oil and grease with a small head loss.^ • Stormceptor®: Stormceptor traps sediment while intercepting oil and grease.^ • Vortechs™: Vortechs combines baffle walls, circular grit chambers, flow control chambers, and an oil chamber to remove settleable solids and floatables from the storm o water mnoff ' CDS Technologies Inc 2002 5, * 2003 Hydro Intemational Stormceptor 2003 ^ http://www.epa.gov/owm/mtb/hydro.pdf TAWater ResourcesWater Quality\_Projects\2726-Bressi Residential PA 1 l\WQTR\2726_WQTR.doc - 16- Recommended Hydrodynamic Separator Option All of the abovementioned devices sufficiently remove the pollutants of concern from this site. The best hydrodynamic separator for this project is the CDS unit because of its relatively low cost and because it has been widely used in San Diego County. Selected Treatment BMP(s) Since CDS units are akeady being used for the Bressi Ranch Development, CDS units have been selected as the primary treatment BMPs for PA 11. In order to maintain the natural drainage pattems ofthe site, two small units will be placed within PA 11. Also, a 5-foot urban swale will be used to treat roadway drainage. BMP Plan Assumptions The following assumptions were made in calculating the required BMP sizes: • Only flows generated onsite will be treated. All offsite flow treatment will be the responsibility of the upstream owners. • An overall runoff coefficient, 'C value, of 0.45 was used in the runoff calculations for the project area. Table 5 summarizes the criteria that should be implemented in the design of the recommended project BMP. TAWater ResourcesWater Quality\_Projecls\2725-Bressi Residential PA 1 lWQTR\2726_WQTR.doc - 17 - TABLE 5. BMP DESIGN CRITERL^ BMP Hydrology Treatment Area/Volume Design Constraints Node 280 (westem CDS unit) Flow-based: Q=CIA I = 0.2 in/hour C= runoff coefficient A = acreage Qtreatmenl = 1-7 CFS I = 0.2 in/hour C = 0.45 A= 18.85 acres • Locate outside public right-of-way • Facilitate access for maintenance • Avoid utility conflicts Node 290 (southem CDS unit) Flow-based: Q=CIA I = 0.2 in/hour C= runoff coefficient A = acreage Qtreatment — 0.4 CFS I = 0.2 in/hour C = 0.45 A = 4.43 acres • Locate outside public right-of-way • Facilitate access for maintenance • Avoid utility conflicts TAWater ResourcesWater Quality\_Projects\2726-Bressi Residential PA I IWQTR\2726_WQTR.doc - 18- 5. PROJECT BMP PLAN IMPLEMENTATION This section identifies the recommended BMP options that meet the applicable storm water and water quality ordinance requirements. This includes incorporating BMPs to minimize and mitigate for mnoff contamination and volume from the site. The plan was developed per the proposed roadway and lot layout/density associated with the site. Construction BMPs During constmction, BMPs such as desilting basins, silt fences, sand bags, gravel bags, fiber rolls, and other erosion control measures may be employed consistent with the NPDES Storm Water Pollution Prevention Plan (SWPPP). The objectives of the SWPPP are to: • Identify all pollutant sources, including sources of sediment that may affect the water quality of storm water discharges associated with constmction activity from the construction site; • Identify non-storm water discharges; • Identify, construct, implement in accordance with a time schedule, and maintain BMPs to reduce or eUminate pollutants in storm water discharges and authorized non-storm water discharges from the construction site during constmction; and • Develop a maintenance schedule for BMPs instaUed during construction designed to reduce or eliminate pollutants after constmction is completed (post-construction BMPs). Recommended Post-Construction BMP Plan PDC has identified a recommended water quality BMP plan for the Bressi Ranch Planning Area 11 Project. The following BMP plan is preUminary and is subject to change pending City review and implementation of future poUcy requirements, and final engineering design. TAWater ResourcesWater Quality\_Projecls\2726-Bressi Residential PA 1 nWQTR\2726_WQTR.doc - 19- The recommended post-construction BMP plan includes site design, source control, and treatment BMPs. The site design BMP options include reduction of impervious surfaces, conservation of natural areas, minimization of directly connected areas, and protection of slopes and channels. The source control BMPs include inlet stenciling and signage, covered trash storage, efficient irrigation, storm water education, covered parking, runoff diversion, and integrated pest management principles. The treatment BMP selected for this project is the CDS unit in conjunction with an urban swale system. TABLE 6. POST-CONSTRUCTION BMP SUMMARY Pollutant Pollutant Sources Mitigation Measures Sediment and Nutrients Landscaped areas, rooftops, general use, trash storage areas, parking/ dri vew ays Reduction of impervious surfaces, minimization of directly connected impervious areas, protection of slopes and channels Inlet StenciUng and signage, covered trash storage, efficient irrigation, storm water education, private roadway drainage diversion/treatment CDS units Pesticides Oxygen demanding substances Landscaped areas, general use Reduction of impervious surfaces, minimization of directly connected impervious areas, protection of slopes and channels Efficient irrigation, storm water education, integrated pest management principles Trash and Debris Rooftops, parking/dri vew ay s, general use, trash storage areas Reduction of impervious surfaces, minimization of directly connected impervious areas Inlet stenciling and signage, covered trash storage, storm water education, private roadway drainage diversion/treatment CDS units Bacteria and Viruses General use, trash storage areas Covered trash storage, education of residents Heavy metals Oil and grease Organic compounds Parking/dri vew ays Reduction of impervious surfaces, minimization of directly connected impervious areas Inlet stenciling and signage, stormwater education, private roadway drainage diversion/treatment TAWater ResourcesWater Quality\_Projects\2726-Bressi Residenlial PA 1 l\WQTR\2726_WQTR.doc -20- Operation and Maintenance Plans The City Municipal Code requires a description of the long-term maintenance requirements of proposed BMPs and a description of the mechanism that will ensure ongoing long-term maintenance. Operation and maintenance plans for the recommended post-construction BMP for this project are located in Appendix 4. The Project BMP costs and the maintenance funding sources are provided in the following section. TAWater ResourcesWater Quality\_Projcct5\2726-Bressi Residential PA 1 lWQTR\2726_WQTR.doc -21 - 6. PROJECT BMP COSTS AND FUNDING SOURCES Table 7 below provides the anticipated capital and annual maintenance costs for the selected BMPs. TABLE 7. BMP COSTS BMP OPTION Estimated Capital Costs Approximate Annual Maintenance Costs Grass swale $0.50 per square foot of grass swale $350 per acre of grass swale CDS Units Model PMSU20_15 $12,250*/each $1000/each CDS Units Model PMSU30_20 $25,650*/each $1000/each CDS Units Model PSW30_30 $32,730*/each $1000/each *A proprietary BMP may vary in cost at the manufacturer's discretion. See Appendix 4 for manufacturing specifications. The Developer will incur the capital cost for the BMP instaUation. The responsible party for long-term maintenance and funding is the Home Owners' Association (HOA) for Bressi Ranch. TAWater ResourcesWater Quality\_Projects\2726-Bressi Residential PA 1 nWQTR\2726_WQTR.doc -22- APPENDIX 1 Storm Water Requirements Applicability Checklist storm Water Standards 4/03/03 VI. RESOURCES & REFERENCES APPENDIX A STORM WATER REQUIREMENTS APPLICABILITY CHECKLIST Complete Sections 1 and 2 of the following checklist to determine your project's permanent and construction storm water best management practices requirements. This form must be completed and submitted with your permit application. Section 1, Permanent Storm Water BMP Requirements: If any answers to Part A are answered "Yes," your project is subject to the "Priority Project Permanent Storm Water BMP Requirements," and "Standard Permanent Storm Water BMP Requirements" in Section III, "Permanent Storm Water BMP Selection Procedure" in the Storm V\/ater Standards manual. If all answers to Part A are "No," and any answers to Part B are "Yes," your project is only subject to the "Standard Permanent Storm Water BMP Requirements". If every question in Part A and B is answered "No," your project is exempt from permanent storm water requirements. Part A: Determine Priority Project Permanent Storm Water BMP Requirements Does the project meet the definition of one or more of the priority project categories?* Yes No 1. Detached residential development of 10 or more units 2. Attached residential development of 10 or more units • 3. Commercial development greater than 100,000 square feet • 4. Automotive repair shop • 5. Restaurant • 6. Steep hillside development greater than 5,000 square feet • 7. Project discharging to receiving waters within Environmentally Sensitive Areas • 8. Parking lots greater than or equal to 5,000 ft'^ orwith at least 15 parking spaces, and potentially exposed to urban runoff 9. Streets, roads, highways, and freeways which would create a new paved surface that is 5,000 square feet or greater EZI * Refer to the definitions section in the Sform Water Standards for expanded definitions of the priority project categories. Limited Exclusion: Trenching and resurfacing work associated with utility projects are not considered priority projects. Parking lots, buildings and other structures associated with utility projects are priority projects if one or more of the criteria in Part A is met. If all answers to Part A are "No", continue to Part B. 30 storm Water Standards 4/03/03 Does the project propose: Yes No 1. New impervious areas, such as rooftops, roads, parking lots, driveways, paths and sidewalks? 2. New pen/ious landscape areas and irrigation systems? kl 3. Permanent structures within 100 feet of any natural water body? • 4. Trash storage areas? Ld 5. Liquid or solid material loading and unloading areas? 6. Vehicle or equipment fueling, washing, or maintenance areas? 7. Require a General NPDES Permit for Storm Water Discharges Associated with Industrial Activities (Except construction)?* 8. Commercial or industrial waste handling or storage, excluding typical office or household waste? E] 9. Any grading or ground disturbance during construction? -d 10. Any new storm drains, or alteration to existing storm drains? Fl *To find out if your project is required to obtain an individual General NPDES Permit for Storm Water Discharges Associated with Industrial Activities, visit the State Water Resources Control Board web site at, www.swrcb.ca.gov/stormwtr/industrial.html Section 2, Construction Storm Water BMP Requirements: If the answer to question 1 of Part C is answered "Yes," your project is subject to Section IV, "Construction Storm Water BMP Performance Standards," and must prepare a Storm Water Pollution Prevention Plan (SWPPP). If the answer to question 1 is "No," but the answer to any of the remaining questions is "Yes," your project is subject to Section IV, "Construction Storm Water BMP Performance Standards," and must prepare a Water Pollution Control Plan (WPCP). If every question in Part C is answered "No," your project is exempt from any construction storm water BMP requirements. If any of the answers to the questions in Part C are "Yes," complete the construction site prioritization in Part D, below. Part C: Determine Construction Phase Storm Water Requirements Would the project meet any ofthese criteria during construction? Yes No 1. Is the project subject to California's statewide General NPDES Permit for Storm Water Discharges Associated With Construction Activities? 2. Does the project propose grading or soil disturbance? kl 3. Would storm water or urban runoff have the potential to contact any portion of the construction area, including washing and staging areas? [Zl 4. Would the project use any construction materials that could negatively affect water quality if discharged from the site (such as, paints, solvents, concrete, and stucco)? 31 storm Water Standards 4/03/03 Part D: Determine Construction Site Priority In accordance with the Municipal Permit, each construction site with construction storm water BMP requirements must be designated with a priority: high, medium or low. This prioritization must be completed with this form, noted on the plans, and included in the SWPPP or WPCP. Indicate the project's priority in one of the check boxes using the criteria below, and existing and surrounding conditions of the project, the type of activities necessary to complete the construction and any other extenuating circumstances that may pose a threat to water quality. The City reserves the right to adjust the priority of the projects both before and during construction. [Note: The construction priority does NOT change construction BMP requirements that apply to projects; all construction BMP requirements must be identified on a case-by-case basis. The construction priority does affect the frequency of inspections that will be conducted by City staff. See Section IV.1 for more details on construction BMP requirements.] • A) High Priority 1) Projects where the site is 50 acres or more and grading will occur during the rainy season 2) Projects 5 acres or more. 3) Projects 5 acres or more within or directly adjacent to or discharging directly to a coastal lagoon or other receiving water within an environmentally sensitive area Projects, active or inactive, adjacent or tributary to sensitive water bodies Qj B) Medium Priority 1) Capital Improvement Projects where grading occurs, however a Storm Water Pollution Prevention Plan (SWPPP) is not required under the State General Construction Permit (i.e., water and sewer replacement projects, intersection and street re-alignments, widening, comfort stations, etc.) 2) Permit projects in the public right-of-way where grading occurs, such as installation of sidewalk, substantial retaining walls, curb and gutter for an entire street frontage, etc. , however SWPPPs are not required. 3) Permit projects on private property where grading permits are required, however, Notice Of Intents (NOIs) and SWPPPs are not required. • C) Low Priority 1) Capital Projects where minimal to no grading occurs, such as signal light and loop installations, street light installations, etc. 2) Permit projects in the public right-of-way where minimal to no grading occurs, such as pedestrian ramps, driveway additions, small retaining walls, etc. 3) Permit projects on private property where grading permits are not required, such as small retaining walls, single-family homes, small tenant improvements, etc. 32 APPENDIX 2 Project Maps BRESSI RANCH RESIDENTIAL PLANNING AREA 11 UJ O CL PROJECT S/TE PALOMAR .MELROSE DRIVE POINSETTIA LANE VICINITY MAP (NDT TD SCALE) I N I APPENDIX 3 Drainage Calculations ************************************************************************* RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH - MASS GRADING ULTIMATE CONDITIONS * * SYSTEM 5000: NODES 5015 TO 5095 * * 2-YEAR, 6-HOUR STORM EVENT * ************************************************************************** FILE NAME: 5 000TM2.DAT TIME/DATE OF STUDY: 11:23 12/14/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.350 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) = === == ===== ==== == ===== ====== ==== === = = = = = === = = ==== = -=== == = = = z: 1 30 . 0 20 . 0 0 . 018/0 .018/0 . 020 0. 67 2 . 00 0. 0313 0. 167 0. 0150 2 50 . 0 35 . 0 0. 020/0 .020/0 . 020 0 . 67 2 . 00 0. 0313 0 . 167 0. 0150 3 10 . 0 5 . 0 0 . 001/0 .001/ 0 . 50 1 .50 0. 0313 0. 125 0 . 0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint =10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM-TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5015.00 TO NODE 5015.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 19.3 8 RAIN INTENSITY(INCH/HOUR) = 1.48 TOTAL AREA(ACRES) = 14.40 TOTAL RUNOFF(CFS) = 28.54 **************************************************************************** FLOW PROCESS FROM NODE 5015.00 TO NODE 5016.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 3 62.50 DOWNSTREAM(FEET) = 361.59 FLOW LENGTH(FEET) = 90.30 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 22.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.22 ESTIMATED PIPE DIAMETER{INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.54 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 19.56 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5016.00 = 90.30 FEET. ************************* * * ************************************************* FLOW PROCESS FROM NODE 5016.00 TO NODE 5025.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 361.26 DOWNSTREAM(FEET) = 359.05 FLOW LENGTH(FEET) = 220.69 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 22.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.19 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.54 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 20.01 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5025.00 = 310.99 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5025.00 TO NODE 5025.00 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.) = 20.01 RAINFALL INTENSITY(INCH/HR) = 1.45 TOTAL STREAM AREA(ACRES) = 14.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2 8.54 **************************************************************************** FLOW PROCESS FROM NODE 5025.00 TO NODE 5025.00 IS CODE = 7 »>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.96 RAIN INTENSITY(INCH/HOUR) = 1.83 TOTAL AREA(ACRES) = 5.58 TOTAL RUNOFF(CFS) = 12.06 **************************************************************************** FLOW PROCESS FROM NODE 5025.00 TO NODE 5025.00 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.) = 13.96 RAINFALL INTENSITY(INCH/HR) = 1.83 TOTAL STREAM AREA(ACRES) = 5.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.06 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 28.54 20.01 1.454 14.40 2 12.06 13.96 1.834 5.58 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 34.68 13.96 1.834 2 38.10 20.01 1.454 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.10 Tc(MIN.) = 20.01 TOTAL AREA(ACRES) = 19.98 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5025.00 = 310.99 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5025.00 TO NODE 5030.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 358.93 DOWNSTREAM(FEET) = 349.23 FLOW LENGTH(FEET) = 242.46 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.05 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3 8.10 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 20.28 LONGEST FLOWPATH FROM NODE 0.0 0 TO NODE 5030.00 = 553.45 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5030.00 TO NODE 5030.00 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.) = 20.28 RAINFALL INTENSITY(INCH/HR) = 1.44 TOTAL STREAM AREA(ACRES) = 19.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 38.10 **************************************************************************** FLOW PROCESS FROM NODE 5030.00 TO NODE 5030.00 IS CODE = 7 >»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC{MIN) = 14.12 RAIN INTENSITY(INCH/HOUR) = 1.82 TOTAL AREA(ACRES) = 2.32 TOTAL RUNOFF(CFS) = 4.99 **************************************************************************** FLOW PROCESS FROM NODE 5028.30 TO NODE 5030.00 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.) = 14.12 RAINFALL INTENSITY(INCH/HR) = 1.82 TOTAL STREAM AREA(ACRES) = 2.32 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.9 9 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 38.10 20.28 1.442 19.98 2 4.99 14.12 1.821 2.32 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 35.15 14.12 1.821 2 42.05 20.28 1.442 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 42.05 Tc(MIN.) = 20.28 TOTAL AREA(ACRES) = 22.30 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5030.00 = 553.45 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5030.00 TO NODE 5025.60 IS CODE = 31 »>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 348.90 DOWNSTREAM{FEET) = 344.10 FLOW LENGTH(FEET) = 211.67 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.33 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 42.05 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 20.57 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5025.60 = 765.12 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5025.60 TO NODE 5025.60 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.57 RAINFALL INTENSITY(INCH/HR) = 1.43 TOTAL STREAM AREA(ACRES) = 22.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.05 **************************************************************************** FLOW PROCESS FROM NODE 5025.60 TO NODE 5025.60 IS CODE = 7 >»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.74 RAIN INTENSITY(INCH/HOUR) = 2.68 TOTAL AREA(ACRES) = 1.27 TOTAL RUNOFF(CFS) = 4.2 0 **************************************************************************** FLOW PROCESS FROM NODE 5025.60 TO NODE 5025.60 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.74 RAINFALL INTENSITY(INCH/HR) = 2.68 TOTAL STREAM AREA(ACRES) = 1.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.20 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 42.05 20.57 1.429 22.30 2 4.20 7.74 2.683 1.27 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 26.59 7.74 2.683 2 44.29 20.57 1.429 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 44.29 Tc(MIN.) = 20.57 TOTAL AREA(ACRES) = 23.57 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5025.60 = 765.12 FEET. FLOW PROCESS FROM NODE 5025.60 TO NODE 5037.00 IS CODE = 31 >>»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 343.70 DOWNSTREAM(FEET) = 337.45 FLOW LENGTH(FEET) = 255.03 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.81 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 44.29 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 20.90 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5037.00 = 1020.15 FEET. i,.i,.i,i^*i,********************************************************************** FLOW PROCESS FROM NODE 5037.00 TO NODE 5037.00 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.) = 20.90 RAINFALL INTENSITY(INCH/HR) = 1.41 TOTAL STREAM AREA(ACRES) = 23.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 44.29 **************************************************************************** FLOW PROCESS FROM NODE 5037.00 TO NODE 5037.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.98 RAIN INTENSITY(INCH/HOUR) = 1.92 TOTAL AREA(ACRES) = 6.12 TOTAL RUNOFF(CFS) = 14.35 .i.,,^t.j.,t*,t********************************************************************* FLOW PROCESS FROM NODE 5037.00 TO NODE 5037.00 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.) = 12.98 RAINFALL INTENSITY(INCH/HR) = 1.92 TOTAL STREAM AREA(ACRES) = 6.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.35 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 44.29 20.90 1.414 23.57 2 14.35 12.98 1.922 6.12 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 46.92 12.98 1.922 2 54.84 20.90 1.414 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 54.84 Tc(MIN.) = 20.90 TOTAL AREA(ACRES) = 29.69 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5037.00 = 1020.15 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5037.00 TO NODE 5040.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 337.12 DOWNSTREAM(FEET) = 328.83 FLOW LENGTH(FEET) = 271.74 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.05 ESTIMATED PIPE DIAMETER(INCH) = 3 0.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 54.84 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) =' 21.20 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5040.00 = 1291.89 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5040.00 TO NODE 5040.00 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.) = 21.20 RAINFALL INTENSITY(INCH/HR) = 1.40 TOTAL STREAM AREA(ACRES) = 29.69 PEAK FLOW RATE(CFS) AT CONFLUENCE = 54.84 **************************************************************************** FLOW PROCESS FROM NODE 5038.30 TO NODE 5040.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.02 RAIN INTENSITY(INCH/HOUR) = 2.02 TOTAL AREA(ACRES) = 1.76 TOTAL RUNOFF(CFS) = 4.14 **************************************************************************** FLOW PROCESS FROM NODE 503 8.3 0 TO NODE 5040.00 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.) = 12.02 RAINFALL INTENSITY(INCH/HR) = 2.02 TOTAL STREAM AREA(ACRES) = 1.7 6 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.14 **************************************************************************** FLOW PROCESS FROM NODE 5039.30 TO NODE 5040.00 IS CODE = 7 >»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE«<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.95 RAIN INTENSITY(INCH/HOUR) = 1.93 TOTAL AREA(ACRES) = 1.56 TOTAL RUNOFF(CFS) = 3.49 **************************************************************************** FLOW PROCESS FROM NODE 5039.30 TO NODE 5040.00 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.) = 12.95 RAINFALL INTENSITY(INCH/HR) = 1.93 TOTAL STREAM AREA(ACRES) = 1.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.49 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 54.84 21.20 1.401 29.69 2 4.14 12.02 2.020 1.76 3 3.49 12.95 1.925 1.56 RAINFALL INTENSITY AND TIME OF CONCENTRATION FIATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 45.50 12.02 2.020 2 47.34 12.95 1.925 3 60.25 21.20 1.401 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 60.25 Tc(MIN.) = 21.20 TOTAL AREA(ACRES) = 33.01 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5040.00 = 1291.89 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5040.00 TO NODE 5060.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 328.50 DOWNSTREAM(FEET) = 310.25 FLOW LENGTH(FEET) = 302.57 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.83 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 60.25 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 21.45 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5060.00 = 1594.46 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5060.00 TO NODE 5060.00 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) = 1.39 TOTAL STREAM AREA(ACRES) = 33.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 60.25 **************************************************************************** FLOW PROCESS FROM NODE 5 060.00 TO NODE 5 060.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.26 RAIN INTENSITY(INCH/HOUR) = 1.81 TOTAL AREA(ACRES) = 21.67 TOTAL RUNOFF(CFS) = 42.91 **************************************************************************** FLOW PROCESS FROM NODE 5060.00 TO NODE 5060.00 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.) = 14.26 RAINFALL INTENSITY(INCH/HR) = 1.81 TOTAL STREAM AREA(ACRES) = 21.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.91 **************************************************************************** FLOW PROCESS FROM NODE 5060.00 TO NODE 5060.00 IS CODE = 7 >>»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<«<<- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 9.43 RAIN INTENSITY(INCH/HOUR) = 2.3 6 TOTAL AREA(ACRES) = 0.95 TOTAL RUNOFF(CFS) = 2.64 **************************************************************************** FLOW PROCESS FROM NODE 5060.00 TO NODE 5060.00 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.) = 9.43 RAINFALL INTENSITY(INCH/HR) = 2.36 TOTAL STREAM AREA(ACRES) = 0.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.64 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 60.25 21.45 1.390 33.01 2 42.91 14.26 1.809 21.67 3 2.64 9.43 2.362 0.95 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 70.96 9.43 2.362 2 91.23 14.26 1.809 3 94.78 21.45 1.390 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 94.78 Tc(MIN.) = 21.45 TOTAL AREA(ACRES) = 55.63 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5060.00 = 1594.46 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5060.00 TO NODE 5065.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 309.92 DOWNSTREAM (FEET) = 295.59 FLOW LENGTH(FEET) = 259.56 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.56 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 94.78 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 21.65 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5065.00 = 1854.02 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5065.00 TO NODE 5065.00 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.) = 21.65 RAINFALL INTENSITY(INCH/HR) = 1.3 8 TOTAL STREAM AREA(ACRES) = 55.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = ' 94.78 **************************************************************************** FLOW PROCESS FROM NODE 5061.10 TO NODE 5061.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 290.00 UPSTREAM ELEVATION(FEET) = 319.80 DOWNSTREAM ELEVATION(FEET) = 304.79 ELEVATION DIFFERENCE(FEET) = 15.01 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.658 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.162 SUBAREA RUNOFF(CFS) = 0.90 TOTAL AREA(ACRES) = 0.3 0 TOTAL RUNOFF(CFS) = 0.90 **************************************************************************** FLOW PROCESS FROM NODE 5061.30 TO NODE 5065.00 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.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 3.16 TOTAL STREAM AREA(ACRES) = 0.3 0 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.90 FLOW PROCESS FROM NODE 5062.10 TO NODE 5062.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 290.00 UPSTREAM ELEVATION(FEET) = 319.80 DOWNSTREAM ELEVATION(FEET) = 304.79 ELEVATION DIFFERENCE(FEET) = 15.01 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.658 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.162 SUBAREA RUNOFF(CFS) = 0.57 TOTAL AREA(ACRES) = 0.19 TOTAL RUNOFF(CFS) = 0.57 **************************************************************************** FLOW PROCESS FROM NODE 5062.30 TO NODE 5065.00 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.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 3.16 TOTAL STREAM AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.57 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 94.78 21.65 1.382 55.63 2 0.90 6.00 3.162 0.30 3 0.57 6.00 3.162 0.19 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 42.89 6.00 3.162 2 42.89 6.00 3.162 3 95.42 21.65 1.382 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 95.42 Tc(MIN.) = 21.65 TOTAL AREA(ACRES) = 5 6.12 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5065.00 = 1854.02 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5065.00 TO NODE 5070.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 295.21 DOWNSTREAM(FEET) = 281.29 FLOW LENGTH(FEET) = 295.26 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.18 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 95.42 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 21.90 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5070.00 = 2149.28 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5069.00 TO NODE 5069.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.372 USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.24 SUBAREA RUNOFF(CFS) = 0.31 TOTAL AREA(ACRES) = 56.36 TOTAL RUNOFF(CFS) = 95.73 TC(MIN.) = 21.90 **************************************************************************** FLOW PROCESS FROM NODE 5069.00 TO NODE 5075.00 IS CODE = 31 »>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«<< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 274.66 DOWNSTREAM(FEET) = 260.16 FLOW LENGTH(FEET) = 204.18 MANNING'S N = 0.013 DEPTH OF FLOW IN 3 0.0 INCH PIPE IS 23.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 23.36 ESTIMATED PIPE DIAMETER(INCH) = 3 0.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 95.73 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 22.04 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5075.00 = 2353.46 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5075.00 TO NODE 5075.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 22.04 RAINFALL INTENSITY(INCH/HR) = 1.37 TOTAL STREAM AREA(ACRES) = 5 6.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 95.73 **************************************************************************** FLOW PROCESS FROM NODE 5074.20 TO NODE 5075.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<«« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.70 RAIN INTENSITY(INCH/HOUR) = 1.95 TOTAL AREA(ACRES) = 6.98 TOTAL RUNOFF(CFS) = 14.66 **************************************************************************** FLOW PROCESS FROM NODE 5074.20 TO NODE 5075.00 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.) = 12.70 RAINFALL INTENSITY(INCH/HR) = 1.95 TOTAL STREAM AREA(ACRES) = 6.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.66 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 95.73 22.04 1.366 56.36 2 14.66 12.70 1.950 6.98 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 81.74 12.70 1.950 2 106.01 22.04 1.366 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 106.01 Tc(MIN.) = 22.04 TOTAL AREA(ACRES) = 63.34 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5075.00 = 2353.46 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5075.00 TO NODE 5080.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<«< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ELEVATION DATA: UPSTREAM(FEET) = 259.53 DOWNSTREAM(FEET) = 247.62 FLOW LENGTH(FEET) = 145.42 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 25.13 ESTIMATED PIPE DIAMETER(INCH) = 3 0.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 106.01 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 22.14 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5080.00 = 2498.88 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5080.00 TO NODE 5080.00 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.) = 22.14 RAINFALL INTENSITY(INCH/HR) = 1.36 TOTAL STREAM AREA(ACRES) = 63.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 106.01 **************************************************************************** FLOW PROCESS FROM NODE 5078.00 TO NODE 5078.00 IS CODE = 22 >»>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.162 SUBAREA RUNOFF(CFS) = 2.10 TOTAL AREA(ACRES) = 0.7 0 TOTAL RUNOFF(CFS) = 2.10 **************************************************************************** FLOW PROCESS FROM NODE 5078.00 TO NODE 5080.00 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.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 3.16 TOTAL STREAM AREA(ACRES) = 0.7 0 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.10 **************************************************************************** FLOW PROCESS FROM NODE 5079.00 TO NODE 5079.00 IS CODE = 22 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.162 SUBAREA RUNOFF(CFS) = 0.48 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.48 **************************************************************************** FLOW PROCESS FROM NODE 5079.00 TO NODE 5080.00 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.) = 6.0 0 RAINFALL INTENSITY(INCH/HR) = 3.16 TOTAL STREAM AREA(ACRES) = 0.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.4 8 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 106.01 22.14 1.362 63.34 2 2.10 6.00 3.162 0.70 3 0.48 6.00 3.162 0.16 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 48.25 6.00 3.162 2 48.25 6.00 3.162 3 107.12 22.14 1.362 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 107.12 Tc(MIN.) = 22.14 TOTAL AREA(ACRES) = 64.20 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5080.00 = 2498.88 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5080.00 TO NODE 5081.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<<< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 247.29 DOWNSTREAM(FEET) = 223.07 FLOW LENGTH(FEET) = 297.48 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 25.06 ESTIMATED PIPE DIAMETER(INCH) = 3 0.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 107.12 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 22.34 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5081.00 = 2796.36 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5081.00 TO NODE 5081.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 22.34 RAINFALL INTENSITY(INCH/HR) = 1.35 TOTAL STREAM AREA(ACRES) = 64.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 107.12 **************************************************************************** FLOW PROCESS FROM NODE 5081.10 TO NODE 5081.10 IS CODE = 22 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<<< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.162 SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 0.2 0 TOTAL RUNOFF(CFS) = 0.60 **************************************************************************** FLOW PROCESS FROM NODE 5081.10 TO NODE 5081.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<« »>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<«< ELEVATION DATA: UPSTREAM(FEET) = 226.00 DOWNSTREAM(FEET) = 224.47 FLOW LENGTH(FEET) = 6.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.31 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.60 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 6.01 LONGEST FLOWPATH FROM NODE 5081.10 TO NODE 5081.00 = 303.73 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5081.00 TO NODE 5081.00 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.) = 6.01 RAINFALL INTENSITY(INCH/HR) = 3.16 TOTAL STREAM AREA(ACRES) =0.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.6 0 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 107.12 22.34 1.354 64.20 2 0.60 6.01 3.158 0.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 46.54 6.01 3.158 2 107.38 22.34 1.354 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 107.38 Tc(MIN.) = 22.34 TOTAL AREA(ACRES) = 64.40 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5081.00 = 2796.36 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5081.00 TO NODE 5085.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«<< ELEVATION DATA: UPSTREAM(FEET) = 222.74 DOWNSTREAM(FEET) = 193.18 FLOW LENGTH(FEET) = 516.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 22.28 ESTIMATED PIPE DIAMETER(INCH) = 3 3.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 107.38 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 22.72 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5085.00 = 3312.96 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5085.00 TO NODE 5085.00 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.) = 22.72 RAINFALL INTENSITY(INCH/HR) = 1.34 TOTAL STREAM AREA(ACRES) = 64.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 107.38 **************************************************************************** FLOW PROCESS FROM NODE 5083.00 TO NODE 5085.00 IS CODE = 7 »>»USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 17.63 RAIN INTENSITY(INCH/HOUR) = 1.58 TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF(CFS) = 3.50 **************************************************************************** FLOW PROCESS FROM NODE 5083.00 TO NODE 5085.00 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.) = 17.63 RAINFALL INTENSITY(INCH/HR) = 1.58 TOTAL STREAM AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.5 0 **************************************************************************** FLOW PROCESS FROM NODE 5085.40 TO NODE 5085.40 IS CODE = 22 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«<< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.162 SUBAREA RUNOFF(CFS) = 0.96 TOTAL AREA(ACRES) = 0.32 TOTAL RUNOFF(CFS) = 0.96 *********************************************************'******************* FLOW PROCESS FROM NODE 5084.00 TO NODE 5085.00 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.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 3.16 TOTAL STREAM AREA(ACRES) = 0.32 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.9 6 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 107.38 22.72 1.340 64.40 2 3.50 17.63 1.578 1.90 3 0.96 6.00 3.162 0.32 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 48.19 6.00 3.162 2 95.14 17.63 1.578 3 110.76 22.72 1.340 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 110.76 Tc(MIN.) = 22.72 TOTAL AREA(ACRES) = 66.62 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5085.00 = 3312.96 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5085.00 TO NODE 5090.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAM(FEET) = 192.68 DOWNSTREAM(FEET) = 187.88 FLOW LENGTH(FEET) = 114.77 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.08 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 110.76 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 22.82 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5090.00 = 3427.73 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5090.00 TO NODE 5090.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) =22.82 RAINFALL INTENSITY(INCH/HR) = 1.34 TOTAL STREAM AREA(ACRES) = 66.62 PEAK FLOW RATE(CFS) AT CONFLUENCE = 110.76 **************************************************************************** FLOW PROCESS FROM NODE 5086.60 TO NODE 5090.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.97 RAIN INTENSITY(INCH/HOUR) = 1.75 TOTAL AREA(ACRES) = 26.99 TOTAL RUNOFF(CFS) = 47.68 **************************************************************************** FLOW PROCESS FROM NODE 5090.00 TO NODE 5090.00 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.) = 14.97 RAINFALL INTENSITY(INCH/HR) = 1.75 TOTAL STREAM AREA(ACRES) = 2 6.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 47.68 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 110.76 22.82 1.336 66.62 2 47.68 14.97 1.753 26.99 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 132.07 14.97 1.753 2 147.08 22.82 1.336 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 147.08 Tc(MIN.) = 22.82 TOTAL AREA(ACRES) = 93.61 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5090.00 = 3427.73 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5090.00 TO NODE 5095.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 187.36 DOWNSTREAM(FEET) = 177.95 FLOW LENGTH(FEET) = 221.63 MANNING'S N = 0.013 DEPTH OF FLOW IN 3 9.0 INCH PIPE IS 3 0.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.49 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 147.08 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 22.99 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5095.00 = 3649.36 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5095.00 TO NODE 5095.00 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.) = 22.99 RAINFALL INTENSITY(INCH/HR) = 1.33 TOTAL STREAM AREA(ACRES) = 93.61 PEAK FLOW RATE(CFS) AT CONFLUENCE = 147.08 **************************************************************************** FLOW PROCESS FROM NODE 5091.00 TO NODE 5091.00 IS CODE = 22 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.162 . SUBAREA RUNOFF(CFS) = 1-53 TOTAL AREA(ACRES) = 0.51 TOTAL RUNOFF(CFS) = 1.53 **************************************************************************** FLOW PROCESS FROM NODE 5091.00 TO NODE 5095.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 180.56 DOWNSTREAM(FEET) = 179.95 FLOW LENGTH(FEET) = 40.76 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.62 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.53 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 6.15 LONGEST FLOWPATH FROM NODE 5091.00 TO NODE 5095.00 = 40.76 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5095.00 TO NODE 5095.00 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.) = 6.15 RAINFALL INTENSITY(INCH/HR) = 3.11 TOTAL STREAM AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.53 **************************************************************************** FLOW PROCESS FROM NODE 5094.00 TO NODE 5095.00 IS CODE = 7 »>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE«<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 16.08 RAIN INTENSITY(INCH/HOUR) = 1.67 TOTAL AREA(ACRES) = 2.58 TOTAL RUNOFF(CFS) = 5.02 **************************************************************************** FLOW PROCESS FROM NODE 5094.00 TO NODE 5095.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 180.56 DOWNSTREAM(FEET) = 180.00 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.39 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.02 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 16.10 LONGEST FLOWPATH FROM NODE 5085.40 TO NODE 5095.00 = 10.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5095.00 TO NODE 5095.00 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.) = 16.10 RAINFALL INTENSITY(INCH/HR) = 1.67 TOTAL STREAM AREA(ACRES) = 2.5 8 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.02 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 147.08 22.99 1.330 93.61 2 1.53 6.15 3.113 0.51 3 5.02 16.10 1.673 2.58 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 67.04 6.15 3.113 2 122.71 16.10 1.673 3 151.73 22.99 1.330 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 151,73 Tc(MIN.) = 22.99 TOTAL AREA(ACRES) = 96.70 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5095.00= 3649.36 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5095.00 TO NODE 1080.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 177.52 DOWNSTREAM(FEET) = 174.74 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 24.63 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 151.73 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 23.03 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1080.00= 3699.36 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 9 6.70 TC(MIN.) 151.73 = 23 .03 END OF RATIONAL METHOD ANALYSIS **************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACICAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH - MASS GRADING ULTIMATE CONDITIONS * * SYSTEM 5000: NODES 5015 TO 5095 * * 10-YEAR, 6-HOUR STORM EVENT * ************************************************************************** FILE NAME: 5000TM10.DAT TIME/DATE OF STUDY: 11:27 12/14/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.860 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30 0 20 0 0 018/0 018/0. 020 0 67 2 00 0 0313 0 167 0 0150 2 50 0 35 0 0 020/0 020/0. 020 0 67 2 00 0 0313 0 167 0 0150 3 10 0 5 0 0 001/0 001/ ---0 50 1 50 0 0313 0 125 0 0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint =10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5015.00 TO NODE 5015.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 19.3 8 RAIN INTENSITY(INCH/HOUR) = 2.05 TOTAL AREA(ACRES) = 14.40 TOTAL RUNOFF(CFS) = 28.54 **************************************************************************** FLOW PROCESS FROM NODE 5015.00 TO NODE 5016.00 IS CODE = 31 >>»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«<< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 3 62.50 DOWNSTREAM(FEET) = 361.59 FLOW LENGTH(FEET) = 90.30 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 22.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.22 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.54 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 19.56 LONGEST FLOWPATH FROM NODE 0.0 0 TO NODE 5016.00 = 90.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5016.00 TO NODE 5025.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 3 61.26 DOWNSTREAM(FEET) = 359.05 FLOW LENGTH(FEET) = 220.69 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 22.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.19 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.54 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 20.01 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5025.00 = 310.99 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5025.00 TO NODE 5025.00 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.) = 20.01 RAINFALL INTENSITY(INCH/HR) = 2.00 TOTAL STREAM AREA(ACRES) = 14.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.54 **************************************************************************** FLOW PROCESS FROM NODE 5025.00 TO NODE 5025.00 IS CODE = 7 >»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<«« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.96 RAIN INTENSITY(INCH/HOUR) = 2.53 TOTAL AREA(ACRES) = 5.58 TOTAL RUNOFF(CFS) = 12.06 **************************************************************************** FLOW PROCESS FROM NODE 5025.00 TO NODE 5025.00 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.) = 13.96 RAINFALL INTENSITY(INCH/HR) = 2.53 TOTAL STREAM AREA(ACRES) =5.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.06 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 28.54 20.01 2.003 14.40 2 12.06 13.96 2.527 5.58 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 34.68 13.96 2.527 2 38.10 20.01 2.003 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.10 Tc(MIN.) = 20.01 TOTAL AREA(ACRES) = 19.98 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5025.00 = 310.99 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5025.00 TO NODE 5030.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 3 58.93 DOWNSTREAM(FEET) = 349.23 FLOW LENGTH(FEET) = 242.46 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.05 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3 8.10 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 20.28 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5030.00 = 553.45 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5030.00 TO NODE 5030.00 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.) = 20.28 RAINFALL INTENSITY(INCH/HR) = 1.99 TOTAL STREAM AREA(ACRES) = 19.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3 8.10 **************************************************************************** FLOW PROCESS FROM NODE 5030.00 TO NODE 5030.00 IS CODE = 7 >>>»USER SPECIFIED HYDROLOGY INFORMATION AT NODE«<« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.12 RAIN INTENSITY(INCH/HOUR) = 2.51 TOTAL AREA(ACRES) = 2.3 2 TOTAL RUNOFF(CFS) = 4.99 **************************************************************************** FLOW PROCESS FROM NODE 5028.30 TO NODE 5030.00 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.) = 14.12 RAINFALL INTENSITY(INCH/HR> =2.51 TOTAL STREAM AREA(ACRES) = 2.32 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.99 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 38.10 20.28 1.986 19.98 2 4.99 14.12 2.509 2.32 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 35.15 14.12 2.509 2 42.05 20.28 1.986 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 42.05 Tc(MIN.) = 20.28 TOTAL AREA(ACRES) = 22.30 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5030.00 = 553.45 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5030.00 TO NODE 5025.60 IS CODE = 31 >»>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« >»>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ELEVATION DATA: UPSTREAM(FEET) = 3 48.90 DOWNSTREAM(FEET) = 344.10 FLOW LENGTH(FEET) = 211.67 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.33 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 42.05 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 20.57 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5025.60 = 765.12 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5025.60 TO NODE 5025.60 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.57 RAINFALL INTENSITY(INCH/HR) = 1.97 TOTAL STREAM AREA(ACRES) = 22.3 0 PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.05 **************************************************************************** FLOW PROCESS FROM NODE 5025.60 TO NODE 5025.60 IS CODE = 7 >>»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE«<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.74 RAIN INTENSITY(INCH/HOUR) = 3.70 TOTAL AREA (ACRES) = 1.27 TOTAL RtrNOFF(CFS) = 4.2 0 **************************************************************************** FLOW PROCESS FROM NODE 5025.60 TO NODE 5025.60 IS CODE = 1 »>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.74 RAINFALL INTENSITY(INCH/HR) = 3.70 TOTAL STREAM AREA(ACRES) = 1.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.20 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 42.05 20.57 1.968 22.30 2 4.20 7.74 3.697 1.27 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 26.59 7.74 3.697 2 44.29 20.57 1.968 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 44.29 Tc(MIN.) = 20.57 TOTAL AREA(ACRES) = 23.57 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5025.60 = 765.12 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5025.60 TO NODE 5037.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«<< »>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 343.70 DOWNSTREAM{FEET) = 337.45 FLOW LENGTH(FEET) = 255.03 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.81 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 44.29 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 20.90 . LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5037.00 = 1020.15 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5037.00 TO NODE 5037.00 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.) =20.90 RAINFALL INTENSITY(INCH/HR) = 1.95 TOTAL STREAM AREA(ACRES) = 23.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 44.29 **************************************************************************** FLOW PROCESS FROM NODE 5037.00 TO NODE 5037.00 IS CODE = 7 >>»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.98 RAIN INTENSITY(INCH/HOUR) = 2.65 TOTAL AREA(ACRES) = 6.12 TOTAL RUNOFF(CFS) = 14.35 **************************************************************************** FLOW PROCESS FROM NODE 5037.00 TO NODE 5037.00 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.) =12.98 RAINFALL INTENSITY(INCH/HR) = 2.65 TOTAL STREAM AREA(ACRES) = 6.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.35 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 44.29 20.90 1.948 23.57 2 14.35 12.98 2.649 6.12 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 46.92 12.98 2.649 2 54.84 20.90 1.948 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 54.84 Tc(MIN.) = 20.90 TOTAL AREA(ACRES) = 29.69 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5037.00 = 1020.15 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5037.00 TO NODE 5040.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 337.12 DOWNSTREAM(FEET) = 328.83 FLOW LENGTH(FEET) = 271.74 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.05 ESTIMATED PIPE DIAMETER(INCH) = 3 0.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 54.84 PIPE TRAVEL TIME(MIN.) = 0.3 0 Tc(MIN.) = 21.20 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5040.00 = 1291.89 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5040.00 TO NODE 5040.00 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.) = 21.20 RAINFALL INTENSITY(INCH/HR) = 1.93 TOTAL STREAM AREA(ACRES) = 29.69 PEAK FLOW RATE(CFS) AT CONFLUENCE = 54.84 **************************************************************************** FLOW PROCESS FROM NODE 5038.30 TO NODE 5040.00 IS CODE = 7 >»>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE«<« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.02 RAIN INTENSITY(INCH/HOUR) = 2.78 TOTAL AREA(ACRES) = 1.76 TOTAL RUNOFF(CFS) = 4.14 **************************************************************************** FLOW PROCESS FROM NODE 5 038.30 TO NODE 5040.00 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.) = 12.02 RAINFALL INTENSITY(INCH/HR) = 2.78 TOTAL STREAM AREA(ACRES) = 1.7 6 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.14 **************************************************************************** FLOW PROCESS FROM NODE 5039.30 TO NODE 5040.00 IS CODE = 7 >»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<«<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.95 RAIN INTENSITY(INCH/HOUR) = 2.65 TOTAL AREA(ACRES) = 1.5 6 TOTAL RUNOFF(CFS) = 3.49 **************************************************************************** FLOW PROCESS FROM NODE 5039.30 TO NODE 5040.00 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.) = 12.95 RAINFALL INTENSITY(INCH/HR) = 2.65 TOTAL STREAM AREA(ACRES) = 1.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.49 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 54.84 21.20 1.930 29.69 2 4.14 12.02 2.783 1.76 3 3.49 12.95 2.653 1.56 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 45.50 12.02 2.783 2 47.34 12.95 2.653 3 60.25 21.20 1.930 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 60.25 Tc(MIN.) = 21.20 TOTAL AREA(ACRES) = 3 3.01 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5040.00 = 1291.89 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5040.00 TO NODE 5060.00 IS CODE = 31 »>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 328.50 DOWNSTREAM(FEET) = 310.25 FLOW LENGTH(FEET) = 302.57 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.83 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 60.25 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 21.45 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5060.00 = 1594.46 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5060.00 TO NODE 5060.00 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) = 1.92 TOTAL STREAM AREA(ACRES) = 3 3.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 60.25 **************************************************************************** FLOW PROCESS FROM NODE 5060.00 TO NODE 5060.00 IS CODE = 7 >»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<«« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.26 RAIN INTENSITY(INCH/HOUR) = 2.49 TOTAL AREA(ACRES) = 21.67 TOTAL RUNOFF(CFS) = 42.91 **************************************************************************** FLOW PROCESS FROM NODE 5060.00 TO NODE 5060.00 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.) = 14.26 RAINFALL INTENSITY(INCH/HR) = 2.49 TOTAL STREAM AREA(ACRES) = 21.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.91 **************************************************************************** FLOW PROCESS FROM NODE 5060.00 TO NODE 5060.00 IS CODE = 7 >>»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 9.43 RAIN INTENSITY(INCH/HOUR) = 3.25 TOTAL AREA(ACRES) = 0.95 TOTAL RUNOFF(CFS) = 2.64 **************************************************************************** FLOW PROCESS FROM NODE 5060.00 TO NODE 5060.00 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.) = 9.43 RAINFALL INTENSITY(INCH/HR) = 3.25 TOTAL STREAM AREA(ACRES) = 0.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.64 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 60.25 21.45 1.915 33.01 2 42.91 14.26 2.493 21.67 3 2.64 9.43 3.255 0.95 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 70.96 9.43 3.255 2 91.23 14.26 2.493 3 94.78 21.45 1.915 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 94.78 Tc(MIN.) = 21.45 TOTAL AREA(ACRES) = 55.63 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5060.00 = 1594.46 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5060.00 TO NODE 5065.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 309.92 DOWNSTREAM(FEET) = 295.59 FLOW LENGTH(FEET) = 259.56 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.56 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 94.78 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 21.65 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5065.00 = 1854.02 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5065.00 TO NODE 5065.00 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.) = 21.65 RAINFALL INTENSITY(INCH/HR) = 1.90 TOTAL STREAM AREA(ACRES) = 55.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 94.78 **************************************************************************** FLOW PROCESS FROM NODE 5061.10 TO NODE 5061.2 0 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 290.00 UPSTREAM ELEVATION(FEET) = 319.80 DOWNSTREAM ELEVATION(FEET) = 304.79 ELEVATION DIFFERENCE(FEET) = 15.01 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.65 8 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.357 SUBAREA RUNOFF(CFS) = 1.24 TOTAL AREA(ACRES) = 0.3 0 TOTAL RUNOFF(CFS) = 1.24 **************************************************************************** FLOW PROCESS FROM NODE 5061.30 TO NODE 5065.00 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.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 4.3 6 TOTAL STREAM AREA(ACRES) = 0.3 0 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.24 **************************************************************************** FLOW PROCESS FROM NODE 5062.10 TO NODE 5062.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 290.00 UPSTREAM ELEVATION(FEET) = 319.80 DOWNSTREAM ELEVATION(FEET) = 304.79 ELEVATION DIFFERENCE(FEET) = 15.01 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.658 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.357 SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 0.19 TOTAL RUNOFF(CFS) = 0.79 **************************************************************************** FLOW PROCESS FROM NODE 5062.30 TO NODE 5065.00 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.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 4.36 TOTAL STREAM AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.79 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 94.78 21.65 1.904 55.63 2 1.24 6.00 4.357 0.30 3 0.79 6.00 4.357 0.19 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 43.45 6.00 4.357 2 43.45 6.00 4.357 3 95.66 21.65 1.904 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 95.66 Tc(MIN.) = 21.65 TOTAL AREA(ACRES) = 56.12 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5065.00 = 1854.02 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5065.00 TO NODE 5070.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 295.21 DOWNSTREAM(FEET) = 281.29 FLOW LENGTH(FEET) = 295.26 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.18 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 95.66 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 21.90 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5070.00 = 2149.28 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5069.00 TO NODE 5069.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.890 USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.24 SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 5 6.36 TOTAL RUNOFF(CFS) = 96.10 TC(MIN.) = 21.90 **************************************************************************** FLOW PROCESS FROM NODE 5069.00 TO NODE 5075.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 274.66 DOWNSTREAM(FEET) = 260.16 FLOW LENGTH(FEET) = 204.18 MANNING'S N = 0.013 DEPTH OF FLOW IN 3 0.0 INCH PIPE IS 23.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 23.37 ESTIMATED PIPE DIAMETER(INCH) = 3 0.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 96.10 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 22.04 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5075.00 = 2353.46 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5075.00 TO NODE 5075.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 22.04 RAINFALL INTENSITY(INCH/HR) = 1.88 TOTAL STREAM AREA(ACRES) = 56.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 96.10 **************************************************************************** FLOW PROCESS FROM NODE 5074.20 TO NODE 5075.00 IS CODE = 7 »>»USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.70 RAIN INTENSITY(INCH/HOUR) = 2.69 TOTAL AREA(ACRES) = 6.98 TOTAL RUNOFF(CFS) = 14.66 **************************************************************************** FLOW PROCESS FROM NODE 5074.20 TO NODE 5075.00 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.) = 12.70 RAINFALL INTENSITY(INCH/HR) = 2.69 TOTAL STREAM AREA(ACRES) = 6.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.66 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 96.10 22.04 1.882 56.36 2 14.66 12.70 2.686 6.98 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NIMBER (CFS) (MIN.) (INCH/HOUR) 1 81.99 12.70 2.686 2 106.37 22.04 1.882 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 106.37 Tc(MIN.) = 22.04 TOTAL AREA(ACRES) = 63.34 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5075.00 = 2353.46 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5075.00 TO NODE 5080.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 259.53 DOWNSTREAM(FEET) = 247.62 FLOW LENGTH(FEET) = 145.42 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 25.13 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 106.37 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 22.14 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5080.00 = 2498.88 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5080.00 TO NODE 5080.00 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.) = 22.14 RAINFALL INTENSITY(INCH/HR) = 1.88 TOTAL STREAM AREA(ACRES) =63.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 106.37 **************************************************************************** FLOW PROCESS FROM NODE 5078.00 TO NODE 5078.00 IS CODE = 22 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 10 YEAR RAINFALL INTENSITY{INCH/HOUR) = 4.357 SUBAREA RUNOFF(CFS) = 2.90 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 2.90 **************************************************************************** FLOW PROCESS FROM NODE 5078.00 TO NODE 5080.00 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.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 4.3 6 TOTAL STREAM AREA(ACRES) = 0.7 0 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.90 **************************************************************************** FLOW PROCESS FROM NODE 5079.00 TO NODE 5079.00 IS CODE = 22 >»>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<<< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.357 SUBAREA RUNOFF(CFS) = 0.66 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.66 **************************************************************************** FLOW PROCESS FROM NODE 5079.00 TO NODE 5080.00 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.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 4.3 6 TOTAL STREAM AREA(ACRES) = 0.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.6 6 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 106.37 22.14 1.877 63.34 2 2.90 6.00 4.357 0.70 3 0.66 6.00 4.357 0.16 RAINFALL INTENSITY AISfD TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 49.38 6.00 4.357 2 49.38 6.00 4.357 3 107.90 22.14 1.877 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 107.90 Tc(MIN.) = 22.14 TOTAL AREA(ACRES) = 64.20 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5080.00 = 2498.88 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5080.00 TO NODE 5081.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 247.29 DOWNSTREAM(FEET) = 223.07 FLOW LENGTH (FEET) = 297.48 MAYING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 21.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 25.87 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 107.90 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 22.33 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5081.00 = 2796.36 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5081.00 TO NODE 5081.00 IS CODE = 1 >»>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 22.33 RAINFALL INTENSITY(INCH/HR) = 1.87 TOTAL STREAM AREA(ACRES) = 64.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 107.90 **************************************************************************** FLOW PROCESS FROM NODE 5081.10 TO NODE 5081.10 IS CODE = 22 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.357 SUBAREA RUNOFF(CFS) = 0.83 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.83 **************************************************************************** FLOW PROCESS FROM NODE 5081.10 TO NODE 5081.00 IS CODE = 31 >»>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 226.00 DOWNSTREAM(FEET) = 224.47 FLOW LENGTH(FEET) = 6.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.25 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =0.83 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 6.01 LONGEST FLOWPATH FROM NODE 5081.10 TO NODE 5081.00 = 303.73 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5081.00 TO NODE 5081.00 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.) = 6.01 RAINFALL INTENSITY(INCH/HR) = 4.3 5 TOTAL STREAM AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.83 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 107.90 22.33 1.866 64.20 2 0.83 6.01 4.352 0.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 47.10 6.01 4.352 2 108.26 22.33 1.866 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 108.26 Tc(MIN.) = 22.33 TOTAL AREA(ACRES) = 64.40 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5081.00 = 2796.36 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5081.00 TO NODE 5085.00 IS CODE = 31 >»>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 222.74 DOWNSTREAM(FEET) = 193.18 FLOW LENGTH(FEET) = 516.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 22.30 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 108.26 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 22.72 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5085.00 = 3312.96 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5085.00 TO NODE 5085.00 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.) = 22.72 RAINFALL INTENSITY(INCH/HR) = 1.85 TOTAL STREAM AREA(ACRES) = 64.4 0 PEAK FLOW RATE(CFS) AT CONFLUENCE = 108.26 **************************************************************************** FLOW PROCESS FROM NODE 5083.00 TO NODE 5085.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 17.63 RAIN INTENSITY(INCH/HOUR) = 2.17 TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF(CFS) = 3.50 **************************************************************************** FLOW PROCESS FROM NODE 5083.00 TO NODE 5085.00 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.) = 17.63 RAINFALL INTENSITY(INCH/HR) = 2.17 TOTAL STREAM AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.50 **************************************************************************** FLOW PROCESS FROM NODE 5085.40 TO NODE 5085.40 IS CODE = 22 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.357 SUBAREA RUNOFF(CFS) = 1.32 TOTAL AREA(ACRES) = 0.32 TOTAL RUNOFF(CFS) = 1-32 **************************************************************************** FLOW PROCESS FROM NODE 5084.00 TO NODE 5085.00 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.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 4.36 TOTAL STREAM AREA(ACRES) = 0.32 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.32 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 108.26 22.72 1.846 64.40 2 3.50 17.63 2.174 1.90 3 1.32 6.00 4.357 0.32 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 48.94 6.00 4.357 2 96.08 17.63 2.174 3 111.79 22.72 1.846 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 111.79 Tc(MIN.) = 22.72 TOTAL AREA(ACRES) = 66.62 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5085.00 = 3312.96 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5085.00 TO NODE 5090.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<«< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 192.68 DOWNSTREAM(FEET) = 187.88 FLOW LENGTH(FEET) = 114.77 MANNING'S N = 0.013 DEPTH OF FLOW IN 3 6.0 INCH PIPE IS 2 6.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.10 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 111.79 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 22.81 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5090.00 = 3427.73 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5090.00 TO NODE 5090.00 IS CODE = 1 >>»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 22.81 RAINFALL INTENSITY(INCH/HR) = 1.84 TOTAL STREAM AREA(ACRES) = 66.62 PEAK FLOW RATE(CFS) AT CONFLUENCE = 111.79 **************************************************************************** FLOW PROCESS FROM NODE 5086.60 TO NODE 5090.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.97 RAIN INTENSITY(INCH/HOUR) = 2.42 TOTAL AREA(ACRES) = 26.99 TOTAL RUNOFF(CFS) = 47.68 **************************************************************************** FLOW PROCESS FROM NODE 5090.00 TO NODE 5090.00 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.) = 14.97 RAINFALL INTENSITY(INCH/HR) = 2.42 TOTAL STREAM AREA(ACRES) = 2 6.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 47.68 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 111.79 22.81 1.841 66.62 2 47.68 14.97 2.416 26.99 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 132.87 14.97 2.416 2 148.12 22.81 1.841 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 148.12 Tc(MIN.) = 22.81 TOTAL AREA(ACRES) = 93.61 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5090.00 = 3427.73 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5090.00 TO NODE 5095.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 187.36 DOWNSTREAM(FEET) = 177.95 FLOW LENGTH(FEET) = 221.63 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.51 ESTIMATED PIPE DIAMETER(INCH) = 39.00 ' NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 148.12 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 22.99 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5095.00 = 3649.36 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5095.00 TO NODE 5095.00 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.) = 22.99 RAINFALL INTENSITY(INCH/HR) = 1.83 TOTAL STREAM AREA(ACRES) = 93.61 PEAK FLOW RATE(CFS) AT CONFLUENCE = 148.12 **************************************************************************** FLOW PROCESS FROM NODE 5091.00 TO NODE 5091.00 IS CODE = 22 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.357 SUBAREA RUNOFF(CFS) = 2.11 TOTAL AREA(ACRES) = 0.51 TOTAL RUNOFF(CFS) = 2.11 **************************************************************************** FLOW PROCESS FROM NODE 5091.00 TO NODE 5095.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 180.56 DOWNSTREAM(FEET) = 179.95 FLOW LENGTH(FEET) = 40.76 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.07 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.11 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 6.13 LONGEST FLOWPATH FROM NODE 5091.00 TO NODE 5095.00 = 40.76 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5095.00 TO NODE 5095.00 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.) = 6.13 RAINFALL INTENSITY(INCH/HR) = 4.3 0 TOTAL STREAM AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.11 **************************************************************************** FLOW PROCESS FROM NODE 5094.00 TO NODE 5095.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 16.08 RAIN INTENSITY(INCH/HOUR) = 2.31 TOTAL AREA(ACRES) = 2.58 TOTAL RUNOFF(CFS) = 5.02 **************************************************************************** FLOW PROCESS FROM NODE 5094.00 TO NODE 5095.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 180.56 DOWNSTREAM(FEET) = 180.00 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.39 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.02 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 16.10 LONGEST FLOWPATH FROM NODE 5085.40 TO NODE 5095.00 = 10.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5095.00 TO NODE 5095.00 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.) = 16.10 RAINFALL INTENSITY(INCH/HR) = 2.31 TOTAL STREAM AREA(ACRES) = 2.5 8 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.02 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 148.12 22.99 1.832 93.61 2 2.11 6.13 4.295 0.51 3 5.02 16.10 2.305 2.58 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORiyEULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 67.99 6.13 4.295 2 123.87 16.10 2.305 3 153.01 22.99 1.832 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 153.01 Tc(MIN.) = 22.99 TOTAL AREA(ACRES) = 96.70 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5095.00 = 3649.36 FEET. k************************************************************************** FLOW PROCESS FROM NODE 5095.00 TO NODE 1080.00 IS CODE = 31 >»>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<«< ELEVATION DATA: UPSTREAM(FEET) = 177.62 DOWNSTREAM(FEET) = 174.74 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 24.66 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 153.01 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 23.02 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1080.00 = 3699.36 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 96.70 TC(MIN.) = 23.02 PEAK FLOW RATE(CFS) = 153.01 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 24 07 - BRESSI RANCH PA-11 * * DEVELOPED CONDITIONS * * 2-YEAR STORM EVENT * ************************************************************************** FILE NAME: 13-2.DAT TIME/DATE OF STUDY: 08:38 05/06/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.350 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 21 >>»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<« RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 323.00 UPSTREAM ELEVATION(FEET) = 312.00 DOWNSTREAM ELEVATION(FEET) = 309.00 ELEVATION DIFFERENCE(FEET) = 3.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.67 6 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 67.15 (Reference: Table 3-IB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.324 SUBAREA RUNOFF(CFS) = 1.07 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 1.07 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<«< »>»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 306.00 DOWNSTREAM(FEET) = 301.34 CHANNEL LENGTH THRU SUBAREA(FEET) = 4 6 0.00 CHANNEL SLOPE = 0.0101 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.03 0 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.927 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.62 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.36 AVERAGE FLOW DEPTH(FEET) = 0.54 TRAVEL TIME(MIN.) = 3.25 Tc(MIN.) = 12.93 SUBAREA AREA(ACRES) = 3.49 SUBAREA RUNOFF(CFS) = 3.09 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) = 4.49 PEAK FLOW RATE(CFS) = 3.98 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.65 FLOW VELOCITY(FEET/SEC.) = 2.64 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 783.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <«<< **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 120.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<<< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 167.00 UPSTREAM ELEVATION(FEET) =311.20 DOWNSTREAM ELEVATION(FEET) = 309.50 ELEVATION DIFFERENCE(FEET) = 1.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.600 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 70.27 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.33 5 SUBAREA RUNOFF(CFS) = 1.06 TOTAL AREA(ACRES) = 0.99 TOTAL RUNOFF(CFS) = 1.06 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 125.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 307.20 DOWNSTREAM(FEET) = 301.34 CHANNEL LENGTH THRU SUBAREA(FEET) = 587.00 CHANNEL SLOPE = 0.0100 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.810 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.74 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.10 AVERAGE FLOW DEPTH(FEET) = 0.44 TRAVEL TIME(MIN.) = 4.65 Tc(MIN.) = 14.25 SUBAREA AREA(ACRES) = 1.61 SUBAREA RUNOFF(CFS) = 1.34 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) = 2.16 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.49 FLOW VELOCITY(FEET/SEC.) = 2.22 LONGEST FLOWPATH FROM NODE 115.00 TO NODE 125.00 = 754.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 275.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 2 88.54 DOWNSTREAM(FEET) = 287.04 FLOW LENGTH(FEET) = 7.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.0 00 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.09 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.16 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 14.26 LONGEST FLOWPATH FROM NODE 115.00 TO NODE 275.00 = 761.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 275.00 TO NODE 275.00 IS CODE = 10 »>»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 150.00 IS CODE = 21 »>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 2 65.00 UPSTREAM ELEVATION(FEET) = 340.00 DOWNSTREAM ELEVATION(FEET) = 328.50 ELEVATION DIFFERENCE(FEET) = 11.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.063 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-IB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.846 SUBAREA RUNOFF(CFS) = 1.2 8 TOTAL AREA(ACRES) = 0.98 TOTAL RUNOFF(CFS) = 1-28 **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 155.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 320.00 DOWNSTREAM(FEET) = 303.78 CHANNEL LENGTH THRU SUBAREA(FEET) = 505.00 CHANNEL SLOPE = 0.0321 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.03 0 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.362 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.50 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.56 AVERAGE FLOW DEPTH(FEET) = 0.39 TRAVEL TIME(MIN.) = 2.37 Tc(MIN.) = 9.43 SUBAREA AREA(ACRES) = 2.24 SUBAREA RUNOFF(CFS) = 2.43 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) = 3.22 PEAK FLOW RATE(CFS) = 3.50 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.46 FLOW VELOCITY(FEET/SEC.) = 3.93 LONGEST FLOWPATH FROM NODE 145.00 TO NODE 155.00 = 770.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 270.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<<< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 295.29 DOWNSTREAM(FEET) = 289.21 FLOW LENGTH(FEET) = 28.36 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.08 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.50 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 9.4 6 LONGEST FLOWPATH FROM NODE 145.00 TO NODE 270.00 = 798.36 FEET. **************************************************************************** FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.46 RAINFALL INTENSITY(INCH/HR) = 2.36 TOTAL STREAM AREA(ACRES) = 3.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.50 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 135.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 230.00 UPSTREAM ELEVATION(FEET) = 345.00 DOWNSTREAM ELEVATION(FEET) = 312.00 ELEVATION DIFFERENCE(FEET) = 33.00 SUBAREA OVERLAITO TIME OF FLOW(MIN.) = 5.348 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.406 SUBAREA RUNOFF(CFS) = 0.61 TOTAL AREA(ACRES) = 0.39 TOTAL RUNOFF(CFS) = 0.61 **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 140.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 310.00 DOWNSTREAM(FEET) = 303.39 CHANNEL LENGTH THRU SUBAREA(FEET) = 3 00.00 CHANNEL SLOPE = 0.0220 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MAILING'S FACTOR = 0.03 0 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.828 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.69 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.80 AVERAGE FLOW DEPTH(FEET) = 0.35 TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = 7.14 SUBAREA AREA(ACRES) = 1.65 SUBAREA RUNOFF(CFS) = 2.15 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) = 2.04 PEAK FLOW RATE(CFS) = 2.65 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.45 FLOW VELOCITY(FEET/SEC.) = 3.15 LONGEST FLOWPATH FROM NODE 130.00 TO NODE 140.00 = 530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 270.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 292.84 DOWNSTREAM(FEET) = 291.33 FLOW LENGTH(FEET) = 6.05 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.67 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.65 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 7.14, LONGEST FLOWPATH FROM NODE 130.00 TO NODE 270.00 = 536.05 FEET. **************************************************************************** FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.14 RAINFALL INTENSITY(INCH/HR) = 2.83 TOTAL STREAM AREA(ACRES) = 2.04 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.65 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.50 9.46 2.357 3.22 2 2.65 7.14 2.826 2.04 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 5.30 7.14 2.826 2 5.71 9.46 2.357 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.71 Tc(MIN.) = 9.46 TOTAL AREA(ACRES) = 5.26 LONGEST FLOWPATH FROM NODE 145.00 TO NODE 270.00 = 798.36 FEET. **************************************************************************** FLOW PROCESS FROM NODE 270.00 TO NODE 275.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«<< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 291.00 DOWNSTREAM(FEET) = 287.04 FLOW LENGTH(FEET) = 241.07 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.88 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.71 PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 10.05 LONGEST FLOWPATH FROM NODE 145.00 TO NODE 275.00 = 1039.43 FEET. **************************************************************************** FLOW PROCESS FROM NODE 275.00 TO NODE 275.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.71 10.05 2.268 5.26 LONGEST FLOWPATH FROM NODE 145.00 TO NODE 275.00 = 1039.43 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.16 14.26 1.809 2.60 LONGEST FLOWPATH FROM NODE 115.00 TO NODE 275.00 = 761.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.24 10.05 2.268 2 6.72 14.26 1.809 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.24 Tc(MIN.) = 10.05 TOTAL AREA(ACRES) = 7.86 **************************************************************************** FLOW PROCESS FROM NODE 275.00 TO NODE 275.00 IS CODE = 12 »>>>CLEAR MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 275.00 TO NODE 110.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TFIAVEL TIME THRU SUBAREA««< >»>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 285.87 DOWNSTREAM(FEET) = 285.31 FLOW LENGTH(FEET) = 22.9 8 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.46 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.24 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 10.09 LONGEST FLOWPATH FROM NODE 145.00 TO NODE 110.00 = 1062.41 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 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 7.24 10.09 2.261 7.86 LONGEST FLOWPATH FROM NODE 145.00 TO NODE 110.00 = 1062.41 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.98 12.93 1.927 4.49 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 783.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.34 10.09 2.261 2 10.15 12.93 1.927 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.34 Tc(MIN.) = 10.09 TOTAL AREA(ACRES) = 12.35 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 265.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 284.98 DOWNSTREAM(FEET) = 282.81 FLOW LENGTH(FEET) = 217.01 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.59 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.34 PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 10.64 LONGEST FLOWPATH FROM NODE 145.00 TO NODE 265.00 = 1279.42 FEET. **************************************************************************** FLOW PROCESS FROM NODE 265.00 TO NODE 262.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 282.48 DOWNSTREAM(FEET) = 256.05 FLOW LENGTH(FEET) = 103.47 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.96 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.34 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 10.72 LONGEST FLOWPATH FROM NODE 145.00 TO NODE 262.00 = 1382.89 FEET. **************************************************************************** FLOW PROCESS FROM NODE 262.00 TO NODE 262.00 IS CODE = 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 192.00 TO NODE 193.00 IS CODE = 21 >>»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 171.00 UPSTREAM ELEVATION(FEET) = 321.43 DOWNSTREAM ELEVATION(FEET) = 313.66 ELEVATION DIFFERENCE(FEET) = 7.77 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.956 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.875 SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.20 **************************************************************************** FLOW PROCESS FROM NODE 193.00 TO NODE 194.00 IS CODE = 31 >»>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«<< >»>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«<< ELEVATION DATA: UPSTREAM(FEET) = 304.00 DOWNSTREAM(FEET) = 303.45 FLOW LENGTH(FEET) = 25.60 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.85 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.20 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 7.11 LONGEST FLOWPATH FROM NODE 192.00 TO NODE 194.00 = 196.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 194.00 TO NODE 194.00 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.) = 7.11 RAINFALL INTENSITY(INCH/HR) = 2.84 TOTAL STREAM AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.20 **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 255.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 230.00 UPSTREAM ELEVATION(FEET) = 352.80 DOWNSTREAM ELEVATION(FEET) = 351.50 ELEVATION DIFFERENCE(FEET) = 1.3 0 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 10.106 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 52.61 (Reference: Table 3-IB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.259 SUBAREA RUNOFF(CFS) = 0.34 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 0.34 **************************************************************************** FLOW PROCESS FROM NODE 255.00 TO NODE 260.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 351.50 DOWNSTREAM(FEET) = 313.66 CHANNEL LENGTH THRU SUBAREA(FEET) = 862.00 CHANNEL SLOPE = 0.0439 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.745 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.81 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.88 AVERAGE FLOW DEPTH(FEET) = 0.20 TRAVEL TIME(MIN.) = 4.98 Tc(MIN.) = 15.09 SUBAREA AREA(ACRES) = 1.16 SUBAREA RUNOFF(CFS) = 0.93 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) = 1.49 PEAK FLOW RATE(CFS) = 1.20 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.25 FLOW VELOCITY(FEET/SEC.) = 3.24 LONGEST FLOWPATH FROM NODE 250.00 TO NODE 260.00 = 1092.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 260.00 TO NODE 194.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 304.00 DOWNSTREAM(FEET) = 303.45 FLOW LENGTH(FEET) = 5.60 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.34 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.20 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 15.10 LONGEST FLOWPATH FROM NODE 250.00 TO NODE 194.00 = 1097.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 194.00 TO NODE 194.00 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.) = 15.10 RAINFALL INTENSITY(INCH/HR) = 1.74 TOTAL STREAM AREA(ACRES) = 1.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.20 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.20 7.11 2.835 0.15 2 1.20 15.10 1.744 1.49 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.76 7.11 2.835 2 1.32 15.10 1.744 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.32 Tc(MIN.) = 15.10 TOTAL AREA(ACRES) = 1.64 LONGEST FLOWPATH FROM NODE 250.00 TO NODE 194.00 = 1097.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 194.00 TO NODE 185.00 IS CODE = 31 >»>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<<< >>»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 303.12 DOWNSTREAM(FEET) = 300.80 FLOW LENGTH(FEET) = 235.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.81 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.32 PIPE TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 16.13 LONGEST FLOWPATH FROM NODE 250.00 TO NODE 185.00 = 1332.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 185.00 TO NODE 187.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«<< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 300.80 DOWNSTREAM(FEET) = 298.30 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.83 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.32 PIPE TRAVEL TIME(MIN.) = 1.09 Tc(MIN.) = 17.22 LONGEST FLOWPATH FROM NODE 250.00 TO NODE 187.00 = 1582.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 187.00 TO NODE 187.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 175.00 TO NODE 180.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 190.00 UPSTREAM ELEVATION(FEET) = 309.90 DOWNSTREAM ELEVATION(FEET) = 3 08.00 ELEVATION DIFFERENCE(FEET) = 1.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.63 8 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 7 0.00 (Reference: Table 3-IB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.329 SUBAREA RUNOFF(CFS) = 0.59 TOTAL AREA(ACRES) = 0.55 TOTAL RUNOFF(CFS) = 0.59 **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 170.00 IS CODE = 51 >>>»COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 303.21 DOWNSTREAM(FEET) = 299.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 433.00 CHANNEL SLOPE = 0.0093 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.883 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.31 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.91 AVERAGE FLOW DEPTH (FEET.) = 0.39 TRAVEL TIME (MIN.) = 3.77 Tc(MIN.) = 13.41 SUBAREA AREA(ACRES) = 1.66 SUBAREA RUNOFF(CFS) = 1.44 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) = 2.21 PEAK FLOW RATE(CFS) = 1.91 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.47 FLOW VELOCITY(FEET/SEC.) = 2.11 LONGEST FLOWPATH FROM NODE 175.00 TO NODE 170.00 = 623.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 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.) = 13.41 RAINFALL INTENSITY(INCH/HR) = 1.88 TOTAL STREAM AREA(ACRES) = 2.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.91 **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 165.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 245.00 UPSTREAM ELEVATION(FEET) = 316.50 DOWNSTREAM ELEVATION(FEET) = 314.00 ELEVATION DIFFERENCE(FEET) = 2.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.595 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 70.31 (Reference: Table 3-IB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.336 SUBAREA RUNOFF(CFS) = 0.81 TOTAL AREA(ACRES) = 0.75 TOTAL RUNOFF(CFS) = 0.81 **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 170.00 IS CODE = 51 >>>»COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »>»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 308.00 DOWNSTREAM(FEET) = 299.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 345.00 CHANNEL SLOPE = 0.0255 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.072 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.71 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.93 AVERAGE FLOW DEPTH(FEET) = 0.35 TRAVEL TIME(MIN.) = 1.97 Tc(MIN.) = 11.56 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 1.81 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) = 2.65 PEAK FLOW RATE(CFS) = 2.53 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.42 FLOW VELOCITY(FEET/SEC.) = 3.30 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 170.00 = 590.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 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.) = 11.56 RAINFALL INTENSITY(INCH/HR) = 2.07 TOTAL STREAM AREA(ACRES) = 2.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.53 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.91 13.41 1.883 2.21 2 2.53 11.56 2.072 2.65 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 4.18 11.56 2.072 2 4.21 13.41 1.883 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.21 Tc(MIN.) = 13.41 TOTAL AREA(ACRES) = 4.86 LONGEST FLOWPATH FROM NODE 175.00 TO NODE 170.00 = 623.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 187.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 299.40 DOWNSTREAM.(FEET) = 298.30 FLOW LENGTH(FEET) = 109.14 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER{INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.30 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.21 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 13.75 LONGEST FLOWPATH FROM NODE 175.00 TO NODE 187.00 = 732.14 FEET. **************************************************************************** FLOW PROCESS FROM NODE 187.00 TO NODE 187.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.21 13.75 1.852 4.86 LONGEST FLOWPATH FROM NODE 175.00 TO NODE 187.00 = 732.14 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.32 17.22 1.602 1.64 LONGEST FLOWPATH FROM NODE 250.00 TO NODE 187.00 = 1582.60 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.26 13.75 1.852 2 4.96 17.22 1.602 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.26 Tc(MIN.) = 13.75 TOTAL AREA(ACRES) = 6.50 **************************************************************************** FLOW PROCESS FROM NODE 187.00 TO NODE 187.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 187.00 TO NODE 188.00 IS CODE = 31 »>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«<< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 298.00 DOWNSTREAM(FEET) = 295.00 FLOW LENGTH(FEET) = 162.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.04 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.26 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 14.14 LONGEST FLOWPATH FROM NODE 250.00 TO NODE 188.00 = 1744.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 188.00 TO NODE 262.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAM(FEET) = 294.50 DOWNSTREAM(FEET) = 256.05 FLOW LENGTH(FEET) = 192.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.60 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW{CFS) =5.26 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 14.33 LONGEST FLOWPATH FROM NODE 250.00 TO NODE 262.00 = 1936.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 262.00 TO NODE 262.00 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 5.26 14.33 1.804 6.50 LONGEST FLOWPATH FROM NODE 250.00 TO NODE 262.00 = 1936.60 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.34 10.72 2.175 12.35 LONGEST FLOWPATH FROM NODE 145.00 TO NODE 262.00 = 1382.89 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 14.28 10.72 2.175 2 13.84 14.33 1. 804 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.28 Tc(MIN.) = 10.72 TOTAL AREA(ACRES) = 18.85 **************************************************************************** FLOW PROCESS FROM NODE 262.00 TO NODE 262.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 262.00 TO NODE 280.00 IS CODE = 31 >>»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 256.05 DOWNSTREAM(FEET) = 249.51 FLOW LENGTH(FEET) = 516.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.70 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.28 PIPE TRAVEL TIME(MIN.) = 1.12 Tc(MIN.) = 11.83 LONGEST FLOWPATH FROM NODE 250.00.TO NODE 280.00 = 2452.60 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 18.85 TC(MIN.) = 11.83 PEAK FLOW RATE(CFS) = 14.28 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2407-BRESSI RANCH PA-11 * * DEVELOPED CONDITIONS * * 2-YEAR STORM EVENT * ************************************************************************** FILE NAME: 14-2.DAT TIME/DATE OF STUDY: 10:23 05/06/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2 003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.350 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 195.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 195.00 UPSTREAM ELEVATION(FEET) = 320.00 DOWNSTREAM ELEVATION(FEET) = 2 88.00 ELEVATION DIFFERENCE(FEET) = 32.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.348 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-IB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.406 SUBAREA RUNOFF(CFS) = 1.32 TOTAL AREA(ACRES) = 0.84 TOTAL RUNOFF(CFS) = 1.32 **************************************************************************** FLOW PROCESS FROM NODE 195.00 TO NODE 215.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 277.75 DOWNSTREAM(FEET) = 261.16 CHANNEL LENGTH THRU SUBAREA(FEET) = 310.00 CHANNEL SLOPE = 0.0535 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.025 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.039 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.60 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.00 AVERAGE FLOW DEPTH(FEET) = 0.32 TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 6.3 8 SUBAREA AREA(ACRES) = 1.83 SUBAREA RUNOFF(CFS) = 2.56 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) = 2.67 PEAK FLOW RATE(CFS) = 3.73 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.39 FLOW VELOCITY(FEET/SEC.) = 5.45 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 215.00 = 505.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 215.00 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.) = 6.3 8 RAINFALL INTENSITY(INCH/HR) = 3.04 TOTAL STREAM AREA(ACRES) = 2.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.73 **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 210.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 225.00 UPSTREAM ELEVATION(FEET) = 280.15 DOWNSTREAM ELEVATION(FEET) = 263.00 ELEVATION DIFFERENCE(FEET) = 17.15 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.854 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-IB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.213 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.34 TOTAL RUNOFF(CFS) = 0.50 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 215.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 263.00 DOWNSTREAM(FEET) = 261.16 CHANNEL LENGTH THRU SUBAREA(FEET) = 110.00 CHANNEL SLOPE = 0.0167 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.025 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.950 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.63 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.21 AVERAGE FLOW DEPTH(FEET) = 0.20 TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 6.68 SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.2 6 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) = 0.53 PEAK FLOW RATE(CFS) = 0.72 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.22 FLOW VELOCITY(FEET/SEC.) = 2.29 LONGEST FLOWPATH FROM NODE 2 05.00 TO NODE 215.00 = 335.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 215.00 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.) = 6.68 RAINFALL INTENSITY(INCH/HR) = 2.95 TOTAL STREAM AREA(ACRES) = 0.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.72 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.73 6.38 3.039 2.67 2 0.72 6.68 2.950 0.53 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.42 6.38 3.039 2 4.34 6.68 2.950 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.42 Tc(MIN.) = 6.38 TOTAL AREA(ACRES) = 3.2 0 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 215.00 = 505.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 200.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 255.78 DOWNSTREAM(FEET) = 255.33 FLOW LENGTH(FEET) = 9.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.63 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.42 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 6.40 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 200.00 = 514.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 «<« **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 225.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 620.00 UPSTREAM ELEVATION(FEET) = 3 08.74 DOWNSTREAM ELEVATION(FEET) = 2 63.54 ELEVATION DIFFERENCE(FEET) = 45.20 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.942 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.182 SUBAREA RUNOFF(CFS) = 0.42 TOTAL AREA(ACRES) = 0.29 TOTAL RUNOFF(CFS) = 0.42 **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 230.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »>»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 263.54 DOWNSTREAM(FEET) = 261.16 CHANNEL LENGTH THRU SUBAREA(FEET) = 105.00 CHANNEL SLOPE = 0.0227 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.025 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.42 FLOW VELOCITY(FEET/SEC.) = 2.18 FLOW DEPTH(FEET) = 0.15 TRAVEL TIME(MIN.) = 0.80 Tc(MIN.) = 6.74 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 230.00 = 725.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 23 0.00 TO NODE 230.00 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.) = 6.74 RAINFALL INTENSITY(INCH/HR) = 2.93 TOTAL STREAM AREA(ACRES) = 0.29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.42 **************************************************************************** FLOW PROCESS FROM NODE 235.00 TO NODE 240.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 305.00 UPSTREAM ELEVATION(FEET) = 2 80.15 DOWNSTREAM ELEVATION(FEET) = 2 68.00 ELEVATION DIFFERENCE(FEET) = 12.15 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.795 SUBAREA RUNOFF(CFS) = 0.7 8 TOTAL AREA(ACRES) = 0.61 TOTAL RUNOFF(CFS) = 0.78 **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 230.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW«<« »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 2 6 8.00 DOWNSTREAM(FEET) = 261.16 CHANNEL LENGTH THRU SUBAREA(FEET) = 75.00 CHANNEL SLOPE = 0.0912 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.025 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.728 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.99 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.52 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 7.54 SUBAREA AREA(ACRES) = 0.33 SUBAREA RUNOFF(CFS) = 0.41 AREA-AVERAGE RUNOFF COEFFICIENT =0.450 TOTAL AREA(ACRES) = 0.94 PEAK FLOW RATE(CFS) = 1.18 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.18 FLOW VELOCITY(FEET/SEC.) = 4.81 LONGEST FLOWPATH FROM NODE 235.00 TO NODE 230.00 = 380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.54 RAINFALL INTENSITY(INCH/HR) =2.73 TOTAL STREAM AREA(ACRES) = 0.94 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.18 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.42 6.74 2.933 0.29 2 1.18 7.54 2.728 0.94 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 1.48 6.74 2.933 2 1.57 7.54 2.728 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.57 Tc(MIN.) = 7.54 TOTAL AREA(ACRES) = 1.23 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 230.00 = 725.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 200.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 255.73 DOWNSTREAM(FEET) = 255.33 FLOW LENGTH(FEET) = 29.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.05 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1-57 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 7.61 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 200.00 = 754.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 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 1.57 7.61 2.712 1.23 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 200.00 = 754.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RIMOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.42 6.40 3.034 3.20 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 200.00 = 514.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.74 6.40 3.034 2 5.52 7.61 2.712 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.74 Tc(MIN.) = 6.40 TOTAL AREA(ACRES) = 4.43 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 285.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 255.00 DOWNSTREAM(FEET) = 253.57 FLOW LENGTH(FEET) = 135.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.68 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.74 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 6.79 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 285.00 = 889.00 FEET. ******************************************************* ********************* FLOW PROCESS FROM NODE 285.00 TO NODE 287.00 IS CODE = 31 >»>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 252.83 DOWNSTREAM(FEET) = 242.25 FLOW LENGTH(FEET) = 23 0.95 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.03 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =5.74 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) =7.18 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 287.00 = 1119.95 FEET. **************************************************************************** FLOW PROCESS FROM NODE 287.00 TO NODE 290.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 241.92 DOWNSTREAM(FEET) = 234.34 FLOW LENGTH(FEET) = 111.46 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.56 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.74 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 7.34 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 290.00 = 1231.41 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.43 TC(MIN.) = 7.34 PEAK FLOW RATE(CFS) = 5.74 END OF RATIONAL METHOD ANALYSIS *************************************** ************************************* RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2407 - BRESSI RANCH PA-11 * DEVELOPED CONDITIONS * 10-YEAR STORM EVENT ************************************************************************** FILE NAME: 13-DIO.DAT TIME/DATE OF STUDY: 13:11 12/14/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 5-HOUR DURATION PRECIPITATION (INCHES) = 1.850 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C'-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 323.00 UPSTREAM ELEVATION(FEET) = 312.00 DOWNSTREAM ELEVATION(FEET) = 309.00 ELEVATION DIFFERENCE(FEET) = 3.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.67 6 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 67.15 (Reference: Table 3-IB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.201 SUBAREA RUNOFF(CFS) = 1.47 TOTAL AREA(ACRES) = 1-00 TOTAL RUNOFF(CFS) = 1.47 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = 51 >>»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 3 0 6.00 DOWNSTREAM(FEET) = 301.34 CHANNEL LENGTH THRU SUBAREA(FEET) = 4 60.00 CHANNEL SLOPE = 0.0101 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.592 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.64 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.57 AVERAGE FLOW DEPTH(FEET) = 0.63 TRAVEL TIME(MIN.) = 2.99 Tc(MIN.) = 12.66 SUBAREA AREA(ACRES) = 3.49 SUBAREA RUNOFF(CFS) = 4.32 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) = 4.49 PEAK FLOW RATE(CFS) = 5.56 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.77 FLOW VELOCITY(FEET/SEC.) = 2.87 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 783.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 10 >»>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <«« **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 120.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 167.00 UPSTREAM ELEVATION(FEET) = 311.20 DOWNSTREAM ELEVATION(FEET) = 3 09.50 ELEVATION DIFFERENCE(FEET) = 1.7 0 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.500 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 70.27 (Reference: Table 3-IB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.218 SUBAREA RUNOFF(CFS) = 1.47 TOTAL AREA(ACRES) = 0.99 TOTAL RUNOFF(CFS) = 1.47 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 125.00 IS CODE = 51 >>>»COMPUTE TRAPEZOIDAL CHANNEL FLOW««< >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 307.20 DOWNSTREAM(FEET) = 301.34 CHANNEL LENGTH THRU SUBAREA(FEET) = 587.00 CHANNEL SLOPE = 0.0100 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.540 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.41 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.30 AVERAGE FLOW DEPTH(FEET) = 0.52 TRAVEL TIME(MIN.) = 4.25 Tc(MIN.) = 13.85 SUBAREA AREA(ACRES) = 1.61 SUBAREA RUNOFF(CFS) = 1.88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 3.04 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.58 FLOW VELOCITY(FEET/SEC.) = 2.44 LONGEST FLOWPATH FROM NODE 115.00 TO NODE 125.00 = 754.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 275.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<«< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 288.54 DOWNSTREAM(FEET) = 287.04 FLOW LENGTH(FEET) = 7.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.46 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.04 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 13.86 LONGEST FLOWPATH FROM NODE 115.00 TO NODE 275.00 = 761.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 275.00 TO NODE 275.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 150.00 IS CODE = 21 »>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 265.00 UPSTREAM ELEVATION(FEET) = 340.00 DOWNSTREAM ELEVATION(FEET) = 328.50 ELEVATION DIFFERENCE(FEET) = 11.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.063 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.922 SUBAREA RUNOFF(CFS) = 1.77 TOTAL AREA(ACRES) = 0.98 TOTAL RUNOFF(CFS) = 1.77 **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 155.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 320.00 DOWNSTREAM(FEET) = 303.78 CHANNEL LENGTH THRU SUBAREA(FEET) = 505.00 CHANNEL SLOPE = 0.0321 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.302 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.47 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.90 AVERAGE FLOW DEPTH(FEET) = 0.46 TRAVEL TIME(MIN.) = 2.16 Tc(MIN.) = 9.22 SUBAREA AREA (ACRES) = 2.24 SUBAREA RUNOFF (CFS) = 3.40 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) = 3.22 PEAK FLOW RATE(CFS) = 4.89 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.55 FLOW VELOCITY(FEET/SEC.) = 4.28 LONGEST FLOWPATH FROM NODE 145.00 TO NODE 155.00 = 770.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 270.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ELEVATION DATA: UPSTREAM(FEET) = 295.29 DOWNSTREAM(FEET) = 289.21 FLOW LENGTH(FEET) = 28.36 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.65 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.89 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 9.25 LONGEST FLOWPATH FROM NODE 145.00 TO NODE 270.00 = 798.35 FEET. **************************************************************************** FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.25 RAINFALL INTENSITY(INCH/HR) = 3.3 0 TOTAL STREAM AREA(ACRES) = 3.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.89 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 135.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 23 0.00 UPSTREAM ELEVATION(FEET) = 3 45.00 DOWNSTREAM ELEVATION(FEET) = 312.00 ELEVATION DIFFERENCE(FEET) = 33.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.348 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-IB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.693 SUBAREA RUNOFF(CFS) = 0.84 TOTAL AREA(ACRES) = 0.39 TOTAL RUNOFF(CFS) = 0.84 **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 140.00 IS CODE = 51 »>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 310.00 DOWNSTREAM(FEET) = 303.39 CHANNEL LENGTH THRU SUBAREA(FEET) = 3 00.00 CHANNEL SLOPE = 0.0220 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) =1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.954 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.35 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.07 AVERAGE FLOW DEPTH(FEET) = 0.42 TRAVEL TIME(MIN.) = 1.63 Tc(MIN.) = 6.97 SUBAREA AREA(ACRES) = 1.65 SUBAREA RUNOFF(CFS) = 3.00 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) = 2.04 PEAK FLOW RATE(CFS) = 3.71 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.52 FLOW VELOCITY(FEET/SEC.) = 3.45 LONGEST FLOWPATH FROM NODE 130.00 TO NODE 140.00 = 530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 270.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 292.84 DOWNSTREAM(FEET) = 291.33 FLOW LENGTH(FEET) = 6.05 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.18 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.71 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 5.98 LONGEST FLOWPATH FROM NODE 130.00 TO NODE 270.00 = 536.05 FEET. **************************************************************************** FLOW PROCESS FROM NODE 27 0.00 TO NODE 270.00 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.) =6.98 RAINFALL INTENSITY(INCH/HR) = 3.95 TOTAL STREAM AREA(ACRES) = 2.04 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.71 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.89 9.25 3.296 3.22 2 3.71 6.98 3.952 2.04 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 7.40 6.98 3.952 2 7.99 9.25 3.296 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.99 Tc(MIN.) = 9.25 TOTAL AREA(ACRES) = 5.2 6 LONGEST FLOWPATH FROM NODE 145.00 TO NODE 270.00 = 798.35 FEET. **************************************************************************** FLOW PROCESS FROM NODE 270.00 TO NODE 275.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 291.00 DOWNSTREAM(FEET) = 287.04 FLOW LENGTH(FEET) = 241.07 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.46 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.99 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 9.79 LONGEST FLOWPATH FROM NODE 145.00 TO NODE 275.00 = 1039.43 FEET. **************************************************************************** FLOW PROCESS FROM NODE 275.00 TO NODE 275.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.99 9.79 3.178 5.26 LONGEST FLOWPATH FROM NODE 145.00 TO NODE 275.00 = 1039.43 FEET., ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.04 13.86 2.539 2.60 LONGEST FLOWPATH FROM NODE 115.00 TO NODE 275.00 = 761.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.13 9.79 3.178 2 9.42 13.86 2.539 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.13 Tc(MIN.) = 9.79 TOTAL AREA(ACRES) = 7.86 **************************************************************************** FLOW PROCESS FROM NODE 275.00 TO NODE 275.00 IS CODE = 12 »>>>CLEAR MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 275.00 TO NODE 110.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 285.87 DOWNSTREAM(FEET) = 285.31 FLOW LENGTH(FEET) = 22.98 MANNING'S N = 0.013 I I I I DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.17 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.13 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 9.83 LONGEST FLOWPATH FROM NODE 145.00 TO NODE 110.00 = 1062.41 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 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 10.13 9.83 3.169 7.86 LONGEST FLOWPATH FROM NODE 145.00 TO NODE 110.00 = 1062.41 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.55 12.56 2.692 4.49 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 783.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 14.45 9.83 3.159 2 14.16 12.66 2.692 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.45 Tc(MIN.) = 9.83 TOTAL AREA(ACRES) = 12.3 5 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 12 >>>»CLEAR MEMORY BANK # 1 «<« **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 265.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 284.98 DOWNSTREAM(FEET) = 282.81 FLOW LENGTH(FEET) = 217.01 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 17.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.92 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.45 PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 10.35 LONGEST FLOWPATH FROM NODE 145.00 TO NODE 255.00 = 1279.42 FEET. * * * * * *********************************************************************** I I I I I I I I FLOW PROCESS FROM NODE 265.00 TO NODE 252.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 282.48 DOWNSTREAM(FEET) = 255.05 FLOW LENGTH(FEET) = 103.47 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 24.11 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.45 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 10.42 LONGEST FLOWPATH FROM NODE 145.00 TO NODE 262.00 = 1382.89 FEET. **************************************************************************** FLOW PROCESS FROM NODE 252.00 TO NODE 252.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 192.00 TO NODE 193.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 171.00 UPSTREAM ELEVATION(FEET) = 321.43 DOWNSTREAM ELEVATION(FEET) = 313.66 ELEVATION DIFFERENCE(FEET) = 7.77 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.955 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-IB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.9 61 SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.27 **************************************************************************** FLOW PROCESS FROM NODE 193.00 TO NODE 194.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAM(FEET) = 304.00 DOWNSTREAM(FEET) = 303.45 FLOW LENGTH(FEET) = 25.60 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.18 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.27 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 7.09 LONGEST FLOWPATH FROM NODE 192.00 TO NODE 194.00 = 195.50 FEET. I I I I I I I I I I I I I I I I I I I **************************************************************************** FLOW PROCESS FROM NODE 194.00 TO NODE 194.00 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.) = 7.09 RAINFALL INTENSITY(INCH/HR) =3.91 TOTAL STREAM AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.27 **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 255.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 230.00 UPSTREAM ELEVATION(FEET) = 352.80 DOWNSTREAM ELEVATION(FEET) = 351.50 ELEVATION DIFFERENCE(FEET) = 1.30 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 10.106 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 52.61 (Reference: Table 3-IB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.113 SUBAREA RUNOFF(CFS) = 0.47 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 0.47 **************************************************************************** FLOW PROCESS FROM NODE 255.00 TO NODE 250.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 351.50 DOWNSTREAM(FEET) = 313.66 CHANNEL LENGTH THRU SUBAREA(FEET) = 862.00 CHANNEL SLOPE = 0.0439 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.03 0 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.455 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.13 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.20 AVERAGE FLOW DEPTH(FEET) = 0.24 TRAVEL TIME(MIN.) = 4.49 Tc(MIN.) = 14.59 SUBAREA AREA(ACRES) = 1.16 SUBAREA RUNOFF(CFS) = 1.31 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) = 1.49 PEAK FLOW RATE(CFS) = 1.68 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.29 FLOW VELOCITY(FEET/SEC.) = 3.59 LONGEST FLOWPATH FROM NODE 250.00 TO NODE 260.00 = 1092.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 260.00 TO NODE 194.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM (FEET) = 304.00 DOWNSTREAM.( FEET) = 303.45 FLOW LENGTH(FEET) = 5.60 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.24 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.68 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 14.60 LONGEST FLOWPATH FROM NODE 250.00 TO NODE 194.00 = 1097.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 194.00 TO NODE 194.00 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.) = 14.50 RAINFALL INTENSITY(INCH/HR) = 2.46 TOTAL STREAM AREA(ACRES) = 1.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.6 8 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.27 7.09 3.912 0.15 2 1.68 14.60 2.455 1.49 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 1.09 7.09 3.912 2 1.85 14.60 2.455 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.85 Tc(MIN.) = 14.60 TOTAL AREA(ACRES) = 1.64 LONGEST FLOWPATH FROM NODE 250.00 TO NODE 194.00 = 1097.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 194.00 TO NODE 185.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 303.12 DOWNSTREAM(FEET) = 300.80 FLOW LENGTH(FEET) = 235.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.20 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.85 PIPE TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 15.53 LONGEST FLOWPATH FROM NODE 250.00 TO NODE 185.00 = 1332.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 185.00 TO NODE 187.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 300.80 DOWNSTREAM(FEET) = 298.30 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.22 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.85 PIPE TRAVEL TIME(MIN.) = 0.99 Tc(MIN.) = 16.52 LONGEST FLOWPATH FROM NODE 250.00 TO NODE 187.00 = 1582.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 187.00 TO NODE 187.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 175.00 TO NODE 180.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 190.00 UPSTREAM ELEVATION(FEET) = 309.90 DOWNSTREAM ELEVATION(FEET) = 308.00 ELEVATION DIFFERENCE(FEET) = 1.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.63 8 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 7 0.00 (Reference: Table 3-IB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.209 SUBAREA RUNOFF(CFS) = 0.81 TOTAL AREA(ACRES) = 0.5 5 TOTAL RUNOFF(CFS) = 0.81 **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 170.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 303.21 DOWNSTREAM(FEET) = 299.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 433.00 CHANNEL SLOPE = 0.0093 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.03 0 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.627 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.82 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.05 AVERAGE FLOW DEPTH(FEET) = 0.45 TRAVEL TIME(MIN.) = 3.51 Tc(MIN.) = 13.14 SUBAREA AREA(ACRES) = 1.56 SUBAREA RUNOFF(CFS) = 2.01 AREA-AVERAGE RUNOFF COEFFICIENT = 0.450 TOTAL AREA(ACRES) = 2.21 PEAK FLOW RATE(CFS) = 2.67 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.55 FLOW VELOCITY(FEET/SEC.) = 2.30 LONGEST FLOWPATH FROM NODE 175.00 TO NODE 170.00 = 523.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.14 RAINFALL INTENSITY(INCH/HR) = 2.63 TOTAL STREAM AREA(ACRES) = 2.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.67 **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 155.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 245.00 UPSTREAM ELEVATION(FEET) = 316.50 DOWNSTREAM ELEVATION(FEET) = 314.00 ELEVATION DIFFERENCE(FEET) = 2.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.595 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 7 0.31 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.219 SUBAREA RUNOFF(CFS) = 1.11 TOTAL AREA(ACRES) = 0.75 TOTAL RUNOFF(CFS) = 1.11 **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 170.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »>»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 308.00 DOWNSTREAM(FEET) = 299.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 345.00 CHANNEL SLOPE = 0.0255 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.03 0 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.882 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.37 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.21 AVERAGE FLOW DEPTH(FEET) = 0.41 TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = 11.38 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 2.52 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) = 2.65 PEAK FLOW RATE(CFS) = 3.51 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.49 FLOW VELOCITY(FEET/SEC.) = 3.59 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 170.00 = 590.00 FEET. *************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 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.) = 11.38 RAINFALL INTENSITY(INCH/HR) = 2.88 TOTAL STREAM AREA(ACRES) = 2.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.51 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.57 13.14 2.627 2.21 2 3.51 11.38 2.882 2.65 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 5.83 11.38 2.882 2 5.87 13.14 2.527 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.87 Tc(MIN.) = 13.14 TOTAL AREA(ACRES) = 4.86 LONGEST FLOWPATH FROM NODE 175.00 TO NODE 170.00 = 623.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 187.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAM(FEET) = 299.40 DOWNSTREAM(FEET) = 298.30 FLOW LENGTH(FEET) = 109.14 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.76 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.87 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 13.46 LONGEST FLOWPATH FROM NODE 175.00 TO NODE 187.00 = 732.14 FEET. **************************************************************************** FLOW PROCESS FROM NODE 187.00 TO NODE 187.00 IS CODE = 11 >>»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.87 13.45 2.587 4.86 LONGEST FLOWPATH FROM NODE 175.00 TO NODE 187.00 = 732.14 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.85 16.52 2.257 1.54 LONGEST FLOWPATH FROM NODE 250.00 TO NODE 187.00 = 1582.60 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.39 13.45 2.587 2 7.00 16.52 2.267 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.39 Tc(MIN.) = 13.45 TOTAL AREA(ACRES) = 5.5 0 **************************************************************************** FLOW PROCESS FROM NODE 187.00 TO NODE 187.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 187.00 TO NODE 188.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 298.00 DOWNSTREAM(FEET) = 295.00 FLOW LENGTH(FEET) = 162.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.67 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.39 PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 13.81 LONGEST FLOWPATH FROM NODE 250.00 TO NODE 188.00 = 1744.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 188.00 TO NODE 262.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 294.50 DOWNSTREAM(FEET) = 256.05 FLOW LENGTH(FEET) = 192.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.30 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.39 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 13.99 LONGEST FLOWPATH FROM NODE 250.00 TO NODE 262.00 = 1936.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 262.00 TO NODE 262.00 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 7.39 13.99 2.524 6.50 LONGEST FLOWPATH FROM NODE 250.00 TO NODE 252.00 = 1935.60 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 14.45 10.42 3.051 12.35 LONGEST FLOWPATH FROM NODE 145.00 TO NODE 262.00 = 1382.89 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 19.95 10.42 3.051 2 19.33 13.99 2.524 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.95 Tc(MIN.) = 10.42 TOTAL AREA(ACRES) = 18.85 **************************************************************************** FLOW PROCESS FROM NODE 262.00 TO NODE 262.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 262.00 TO NODE 280.00 IS CODE = 31 >»>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« ELEVATION DATA: UPSTREAM(FEET) = 256.05 DOWNSTREAM(FEET) = 249.51 FLOW LENGTH(FEET) = 516.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.39 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.95 PIPE TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 11.45 LONGEST FLOWPATH FROM NODE 250.00 TO NODE 280.00 = 2452.50 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 18.85 TC(MIN.) = 11.45 PEAK FLOW RATE(CFS) = 19.95 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 519-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 2407-BRESSI RANCH PA-11 * * DEVELOPED CONDITIONS * * 10-YEAR STORM EVENT * ************************************************************************** FILE NAME: 14-DIO.DAT TIME/DATE OF STUDY: 13:12 12/14/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 5-HOUR DURATION PRECIPITATION (INCHES) = 1.850 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 195.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 195.00 UPSTREAM ELEVATION(FEET) = 32 0.00 DOWNSTREAM ELEVATION(FEET) = 2 88.00 ELEVATION DIFFERENCE(FEET) = 32.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.348 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-IB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.693 SUBAREA RUNOFF(CFS) = 1.81 TOTAL AREA(ACRES) = 0.84 TOTAL RUNOFF(CFS) = 1.81 **************************************************************************** FLOW PROCESS FROM NODE 195.00 TO NODE 215.00 IS CODE = 51 >>»>COMPUTE TRAPEZOIDAL CHANNEL FLOW«<« »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM{FEET) = 277.75 DOWNSTREAM(FEET) = 261.15 CHANNEL LENGTH THRU SUBAREA(FEET) = 310.00 CHANNEL SLOPE = 0.0535 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.025 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.220 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.59 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.40 AVERAGE FLOW DEPTH(FEET) = 0.38 TRAVEL TIME(MIN.) = 0.96 Tc(MIN.) = 5.3 0 SUBAREA AREA(ACRES) = 1.83 SUBAREA RUNOFF(CFS) = 3.55 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) = 2.67 PEAK FLOW RATE(CFS) = 5.18 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.45 FLOW VELOCITY(FEET/SEC.) = 5.97 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 215.00 = 505.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 215.00 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.) = 5.3 0 RAINFALL INTENSITY(INCH/HR) = 4.22 TOTAL STREAM AREA(ACRES) = 2.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.18 **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 210.00 IS CODE = 21 »>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<« RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4 600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 225.00 UPSTREAM ELEVATION(FEET) = 2 80.15 DOWNSTREAM ELEVATION(FEET) = 263.00 ELEVATION DIFFERENCE(FEET) = 17.15 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.854 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.427 SUBAREA RUNOFF(CFS) = 0.69 TOTAL AREA(ACRES) = 0.3 4 TOTAL RUNOFF(CFS) = 0.59 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 215.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 263.00 DOWNSTREAM(FEET) = 261.16 CHANNEL LENGTH THRU SUBAREA(FEET) = 110.00 CHANNEL SLOPE = 0.0167 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.025 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.085 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.87 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.36 AVERAGE FLOW DEPTH(FEET) = 0.25 TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 6.63 SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.36 AREA-AVERAGE RUNOFF COEFFICIENT = 0.450 TOTAL AREA(ACRES) = 0.53 PEAK FLOW RATE(CFS) = 1.00 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.26 FLOW VELOCITY(FEET/SEC.) = 2.49 LONGEST FLOWPATH FROM NODE 205.00 TO NODE 215.00 = 335.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 215.00 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.) = 6.63 RAINFALL INTENSITY(INCH/HR) = 4.08 TOTAL STREAM AREA(ACRES) = 0.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.0 0 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.18 6.30 4.220 2.67 2 1.00 6.53 4.085 0.53 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 6.13 6.30 4.220 2 6.01 6.63 4.085 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.13 Tc(MIN.) = 6.30 TOTAL AREA(ACRES) = 3.2 0 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 215.00 = 505.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 200.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 255.78 DOWNSTREAM(FEET) = 255.33 FLOW LENGTH(FEET) = 9.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.54 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =6.13 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 6.32 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 200.00 = 514.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 225.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 620.00 UPSTREAM ELEVATION(FEET) = 3 0 8.74 DOWNSTREAM ELEVATION(FEET) = 263.54 ELEVATION DIFFERENCE(FEET) = 45.20 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.942 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLANTO FLOW LENGTH = 100.00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.3 85 SUBAREA RUNOFF(CFS) = 0.5 8 TOTAL AREA(ACRES) = 0.29 TOTAL RUNOFF(CFS) = 0.58 **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 230.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 263.54 DOWNSTREAM(FEET) = 261.16 CHANNEL LENGTH THRU SUBAREA(FEET) = 105.00 CHANNEL SLOPE = 0.0227 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.025 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.58 FLOW VELOCITY(FEET/SEC.) = 2.39 FLOW DEPTH(FEET) = 0.18 TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 5.68 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 230.00 = 725.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 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.) = 6.6 8 RAINFALL INTENSITY(INCH/HR) = 4.07 TOTAL STREAM AREA(ACRES) = 0.29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.5 8 **************************************************************************** FLOW PROCESS FROM NODE 235.00 TO NODE 240.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 305.00 UPSTREAM ELEVATION(FEET) = 2 80.15 DOWNSTREAM ELEVATION(FEET) =268.00 ELEVATION DIFFERENCE(FEET) = 12.15 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.2 67 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.850 SUBAREA RUNOFF(CFS) = 1.0 8 TOTAL AREA(ACRES) = 0.51 TOTAL RUNOFF(CFS) = 1.08 **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 230.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« »>»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 268.00 DOWNSTREAM(FEET) = 261.16 CHANNEL LENGTH THRU SUBAREA(FEET) = 75.00 CHANNEL SLOPE = 0.0912 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.025 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.768 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.37 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.02 AVERAGE FLOW DEPTH(FEET) = 0.20 TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 7.52 SUBAREA AREA(ACRES) = 0.33 SUBAREA RUNOFF(CFS) = 0.57 AREA-AVERAGE RUNOFF COEFFICIENT = 0.450 TOTAL AREA(ACRES) = 0.94 PEAK FLOW RATE(CFS) = 1.63 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.22 FLOW VELOCITY(FEET/SEC.) = 5.25 LONGEST FLOWPATH FROM NODE 235.00 TO NODE 230.00 = 380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.52 RAINFALL INTENSITY(INCH/HR) = 3.77 TOTAL STREAM AREA(ACRES) = 0.94 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.63 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.58 6.68 4.067 0.29 2 1.63 7.52 3.768 0.94 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 2.03 6.58 4.057 2 2.17 7.52 3.758 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.17 Tc(MIN.) = 7.52 TOTAL AREA(ACRES) = 1.23 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 230.00 = 725.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 200.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«<< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 256.73 DOWNSTREAM(FEET) = 255.33 FLOW LENGTH(FEET) = 29.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.74 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.17 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 7.58 LONGEST FLOWPATH FROM NODE 22 0.00 TO NODE 200.00 = 754.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 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 2.17 7.58 3.748 1.23 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 200.00 = 754.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.13 6.32 4.214 3.20 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 200.00 = 514.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.94 6.32 4.214 2 7.52 7.58 3.748 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.94 Tc(MIN.) = 6.32 TOTAL AREA(ACRES) = 4.43 *******************************************•****-*:***•*•************************ FLOW PROCESS FROM NODE 200.00 TO NODE 285.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 255.00 DOWNSTREAM(FEET) = 253.67 FLOW LENGTH(FEET) = 135.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.08 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.94 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 5.59 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 285.00 = 889.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 285.00 TO NODE 287.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 252.83 DOWNSTREAM(FEET) = 242.25 FLOW LENGTH(FEET) = 230.95 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.95 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.94 PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 7.04 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 287.00 = 1119.95 FEET. **************************************************************************** FLOW PROCESS FROM NODE 287.00 TO NODE 290.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 241.92 DOWNSTREAM(FEET) = 234.34 FLOW LENGTH(FEET) = 111.46 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.66 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.94 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 7.19 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 290.00 = 1231.41 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.43 TC(MIN.) = 7.19 PEAK FLOW RATE(CFS) = 7.94 END OF RATIONAL METHOD ANALYSIS PRODUCT DESCRIPTION The CDS® technology features a patented non-blocking, indirect screening technique developed in Australia in 1992 to remove gross pollutants from Stormwater runoff. Through research and field application, the technology is now refined to successfully capture trash and debris, sediments and floatables under very high flow rate conditions. CDS® units have become a Best Management Practice in Australia with over 300 installations. The technology was introduced in the United States in 1996 and has gained rapid acceptance. As of May 2001 over 200 units have been or are scheduled for installation in the United States. CDS® Technologies Inc. provides an enhanced swirl concentrating system to separate solids from stormwater flows. CDS® units are especially efficient in removing solids, because of its patented non-blocking screening system to separate solids in addition to its enhanced swirl concentration process. This stormwater treatment technology will ensure a substantial improvement in stormwater quality, eliminating from stormwater discharges a percentage of the total suspended solids (TSS), coarse, medium and some fine sediment, trash, debris and vegetation mobilized during wet weather fiows. CDS® units are self- operating and have no moving parts. The unit is gravity driven utilizing the available hydraulic energy within the water flow. The CDS® technology uses fluid dynamics in a balanced system to effect a natural separation of solids from liquids. Treatment flows are diverted into the CDS® separation components through either the installation of a diversion structure situated within the storm drain/channel or immediately off the storm drain/channel alignment. This treatment flow is introduced tangentially along the screen of the CDS® unit's intake structure located above the separation chamber. Particles within the diverted stormwater flow are maintained in a circular motion forcing them to the center of the separation chamber until they settle into the sump thereby creating an enhanced swirl concentration of solids (vortex separation). Additionally, CDS® units may be configured with an oil baffle to efficiently control oils and grease and gross spills. The oil baffle maybe used in conjunction with the addition of oil sorbents applied to the separation chamber of the unit. With the addition of this sorbent material, 80% to 90% of the low concentrations of free oil and grease in stormwater can be permanently removed from the runoff prior to discharge. At low flows, CDS® units function similar to a typical settling basin to remove solids. As storm flows increase, a CDS® unit swirl concentrates solids, while its enhanced design sets up a continual flow of liquid, which passes over the face of a perforated separation screen in a hydraulically balanced separation chamber. Solids are captured and retained within the central chamber. The balance of the hydraulic and gravitational forces along the surface of the screen and the deflective characteristics of the screen prevents blocking and achieves self- cleaning of the screen. The fluid passes radially across the screen cylinder and exits the CDS® unit downstream of the diversion structure. As mentioned, CDS® units may be located in the storm pipeline/channel alignment or located immediately adjacent to the pipeline/channel and are installed below ground. Due to the swirl concentration design, they have a small construction footprint. Once installed, the access covers are seamless and unobtrusive to pedestrian or vehicle traffic. Figure 1, provides an illustration of a typical CDS® unit installation treating stormwater runoff prior to discharge to receiving water. Catchment Sump With Cleanout Basket Figure 1 Schematic of an off-line CDS Unit Regardless of the size of the storm event being treated, it should be understood that at a minimum, CDS® stormwater treatment units will ensure the permanent removal of 100% of the floatables as well as 100% of the solids equal to or larger than the 4.7 mm or 2.4 mm screen openings for flows up to and including their full hydraulic treatment capacities. CDS® units retain 100% of the material they have captured, even under high flow conditions when stormwater overflow the unit's bypass weir. Because of its effective design, material previously captured in a CDS® unit will not wash out during high flow or flood events nor will sediments become re-suspended. Manufacture Material Model* Designation Treatment Capacity Range Screen Diameter\Height Sump Capacity Depth Below Pipe Invert Foot Print Diameter Manufacture Material Model* Designation cfs MGD (ft) (yd') (ft) (ft) PMIU20_15 0.7 0.5 2.0\1.5 0.7 4.2 4.8 PMSU20_15 0.7 0.5 2.0 \ 1.5 1.1 5.1 6 PMSU20_20 1.1 0.7 2.0 \ 2.0 1.1 5.7 6 PMSU20_25 1.6 1 2.0 \ 2.5 1.1 6.2 6 PMSU30_20 2 1.3 3.0 \ 2.0 2.1 6.25 7.3 PSW30 30 3 1.9 3.0 \ 3.0 1.8 6.9 6.5 PSWC30_30 3 1.9 3.0 \ 3.0 2.1 8.2 7.3 PMSU30_30 3 1.9 3.0 \ 3.0 2.1 7.1 7.2 PMSU40_30 4.5 3 4.0 \ 3.0 1.9 8.7 9.5 PMSU40_40 6 3.9 4.0 \ 4.0 1.9 9.7 9.5 Precast** PSWC40_40 6 3.9 4.0 \ 4.0 1.9 9.7 8.3 PSW50_40 9 5.8 5.0 \ 4.2 1.9 9.7 9.5 PSWC56_40 9 5.8 5.6 \ 4.0 1.9 9.7 9.5 PSW50_50 11 7.1 5.0 \ 5.0 1.9 9.7 9.5 PSWC56_53 14 9 5.6 \ 5.3 1.9 10.8 9.5 PSWC56_68 19 12 5.6 \ 6.8 1.9 12.5 9.5 PSWC56_78 25 16 5.6 \ 7.8 1.9 13.5 9.5 PSW70_70 26 17 7.0 \ 7.0 3.9 13.5 10.8 PSW100_60 30 19 10.0\6.0 6.9 or 14.1 12 PSW100_80 50 32 10.0 \ 8.0 6.9 or 14.1 14 17.5 PSW100_100 64 41 10.0 \ 10.0 6.9 or 14.1 16 Cast in CSW150_134 148 95.5 15.0 \ 13.4 14.1*** 19.6*** 25.5 Place CSW200_164 270 174 20.0 \ 16.4 14.1*** 22.6*** 34.5 Concrete CSW240_160 300 194 24.0 \ 16.0 14.1*** 21.2*** 41 *CDS Precast Manhole Insert Unit (PMIU), Precast Manhole Stormwater Unit (PMSU), Precast Stormwater Concentric (PSWC), Precast (P), and Cast in Place (C), Stormwater (SW) "CDS Technologies can customize units to meet specific design fiows and sump capacities *Sump Capacities and Depth Below Pipe Invert can vary due to specific site design REQUIRED MITIGATION FLOWRATE AND VOLUME CALCULATIONS CDS UNIT CALCULATIONS SYSTEM 282 PRECAST INLINE Location Land Use AREA (Ac) C 1 Om (cfs) Vm (ft') Vm (cy) CDS Device No. CDS Cost 280 Residential 18.85 0.45 0.2 1.70 41055 1521 PMSU30 20 $25,650 OR PRECAST OFFLINE Location Land Use AREA (Ac) C 1 Qm (cfs) Vm (ft') Vm (cy) CDS Device No. CDS Cost 280 Residential 18.85 0.45 0.2 1.70 41055 1521 PSW30 30 $32,730 NOTES: 1. Om = A X C X I = Peak discharge to be mitigated 2. Vm = O.Sin x A = Volume of runoff to be mitigated 3. Area does not include dedicated open space areas. 05/11/2004 12:23 56242483 CDS TECH PAGE 02/05 BRESSI RANCH - PLANNING AREA 11 CDS UNIT AT NODE 282 CARLSBAD, CA MAY 11, 2004 - - ^ • PROJECT PARAMETERS ^ CDS Model PMSU30 20 Q treat 2 cfs Q system 30.59 cfs Total Flow in Storm Drain H cds 0.65 ft Required Head Difference to Process Q treat D/S Pipe Size 3.0 ff D/S Pipe Slope 0.3145 ft/ft U/S Pipe Size 3.0 ft U/S Pipe Slope 0.3145 ft/ft PMSU WEIR SUMMARY • ; PMSU Weir Height 1.42 ft PMSU Weir Lenqth 4,83 ft a- I'T.- . jJJYDfRAUlJC IMPACT OF CDS=UNIT AT SYSTEM;FLOW SD Station D/S of CDS X+XX 1 Pip© Invert El d/g of CDS 249.71 2 Finished Grade El @ CDS 251.43 3 EGL El d/s of CDS 252.25 3 HGL El d/s of CDS 251.51 Critical Depth in d/s Pipe 4 Hcont 0.05 ft Contraction Loss from CDS fvlanhole to d/s Pipe 5 EGL El d/s of Baffle 252.30 5 HGL El d/s of Baffle 251.96 6 Baffle Loss 0.96 ft Loss Throuqh Baffle Orifice 7 EGL El d/s of Weir 253.26 7 HGL El d/s of Weir 253.22 8 Hweir 0.34 ft Loss From Flow Over Submerged Weir 9 EGL El u/s of Weir 253,67 9 HGL El u/s of Weir 253.56 10 Hexp 0,05 ft Expansion Loss from u/s Pipe to CDS Manhole 11 EGL u/s of CDS Unit 253.72 11 HGL El u/s of CDS Unit 253,43 SD Station U/S of CDS X+XX Increase in HGL 1.92 fl Freeboard U/S of CDS Unit 8,00 ft . _: UPSiREAMfGONVEYANCE SYSTEM CHECK AT SYSTEM FLOWS; , * Length to U/S Manhole/CB 6.58 ft Rim Elevation at U/S Manhole/CB 261.32 Friction Loss to U/S Manhole/CB 0.01 ft HGL El at U/S Manhole/CB 253,44 Freeboard at U/S Manhole/CB 7.88 ft NO FLOODING OCCURS AT U/S MANHOLE/CB Loss of Head Due to Contractions For Higher Velocities with H > 1.0 foot: For Lower Velocities with H < 1.0 foot: Loss of Hoad Due to Baffle For Baffle/Orifice (pressure): Loss of Head Due to Weir For Weir (free discharge); For Submerged Weir; Hcont = {1/c-1)^'[v2/2g] Hcont = 0.7-(v1 - v2)' / 2g C = 0.582 + 0.0418/(1.1 - r) r = ratio of pipe diameters Hbaffle= [Q/cAorf/2g c=D.6 Hwair = [Q / cL]'"'^ c = 3.08 Hweir = Hu/s - Hd/s Hu/s = [Q/Ks'cL]' ,2/3 : 3.08 Loss of Head Due to Expanslon/Enlarqemant: For All Situations; Ks = l(1 -(Hd/s/Hu/s)^"T^" Hexp = 1.098 [{v1 - v2)^-''*] / 2g SHEET 1 OF 2 05/11/2004 12:23 5624248335 CDS TECH PAGE 03/05 TOTAL HEAD LOSSES Finished Grade EL EGL AND HGL QSYS PMSU CDS UNIT STORM WATER TREATMENT UNIT 'TECHNOLOGIES PATENTED , BRESSI RANCH PA-11 CARLSBAD, CA DATE 5/11/04 DRAWN TJ APPROV. SCALE NTS SHEET 2 OF 2 REQUIRED MITIGATION FLOWRATE AND VOLUME CALCULATIONS CDS UNIT CALCULATIONS SYSTEM 288 PRECAST INLINE Location Land Use AREA (Ac) C 1 Qm (cfs) Vm (ft^) Vm (cy) CDS Device No. CDS Cost 290 Residential 4.43 0.45 0.2 0.40 9648 357 PMSU20_15 $12,250 OR PRECAST OFFLINE Location Land Use AREA (Ac) C 1 Qm (cfs) Vm (ft') Vm (cy) CDS Device No. CDS Cost 290 Residential 4.43 0.45 0.2 0.40 9648 357 PSW30 30 $32,730 NOTES: 1. Qm = A X C X I = Peak discharge to be mitigated 2. Vm = O.ain x A = Volume of runoff to be mitigated 3. Area does not include dedicated open space areas. 05/11/2004 12:23 5624248336 CDS TECH PAGE 04/05 BRESSI RANCH - PLANNING AREA 11 CDS UNIT AT NODE 288 CARLSBAD, CA MAY 11, 2004 PROJECT PAR/4JUIETERS CDS Model PMSU20 15 Q treat 0.7 cfs Q systenn 12.01 cfs Total Flow in Storm Drain H cds 0-35 ft Required Head Difference to Process Q treat D/S Pipe Size 1.5 ft D/S Pipe Slope 0.0400 ft/ft U/S Pipe Size 1.5 ft U/S Pipe Slope 0.0400 m 3 \ I , PMSU WEIR SUMMARY ' i V PMSU Weir Height 1.00 ft PMSU Welr Lenqth 3.5 ft V . TS? HYDRAULIC IMPACT OF CDS UNIT AT SYSTEM FLOW -! , ' SD Station D/S of CDS X+XX 1 Pipe Invert El d/s of CDS 243.01 2 Finished Grade El CDS 248.00 3 EGL El d/s of CDS 245.16 3 HGL El d/s of CDS 244.33 Critical Depth in d/s Pipe 4 Hcont 0.03 ft Contraction Loss from CDS Manhole to d/s Pipe 5 EGL El d/s of Baffle 245.19 5 HGL El d/s of Baffle 244.70 6 Baffle Loss 1.35 ft Loss Through Baffle Orifice 7 EGL El d/s of Weir 246,53 7 HGL El d/s of Welr 246,52 8 Hweir 0.06 ft Loss From Flow Over Submerged Weir 9 EGL El u/s of Weir 246.61 9 HGL El u/s of Weir 246.58 10 Hsxp 0.44 ft Expansion Loss from u/s Pipe to CDS Manhole 11 EGL u/s of CDS Unit 247.05 11 HGL El u/s of CDS Unit 246.33 SD Station U/S of CDS X+XX Increase in HGL 2.00 ft Freeboard U/S of CDS Unit 1.67 ft If,^ *t3PSTREWM?CONVEYANCE SYSTEM CHECK AT SYSTEM FLOWs Lejigth to U/S Manhole/CB Q.OO ft Rim Elevatton at U/S Manhole/CB 0 Friction Loss to U/S Manhole/CB 0.00 ft HGL El at U/S Manhole/CB 246.33 Freeboard at U/S Manhole/CB -246.33 ft FLOODING OCCURS AT U/S MANHOLE/CB Loss of Head Due to Contractions For Higher Velocities with H > 1.0 foot: For Lowar Velocities with H < 1.0 foot; Loss of Haad Due to Baffle For Baffle/Orifice (pressure); Loss of Head Due to Weir For Weir (free discharge): For Submerged Weir; Loss of Head Due to Expansion/Enlargement: For All Situations: Hcont = (1/c-1)^-[v^''^gl Hcont = 0.7'(v1 - v2)^/2g c = 0.582 + 0.0418/(1.1 -r) r = ratio of pipe diameters Hbaftie= [Q/cAorf/2g c = 0,6 Hweir = [Q / cLf^ c = 3.08 Hweir = Hu/s - Hd/s Hu/s = [Q ' Ks * cL]^ c = 3.08 Ks = [(1 -(Hd/s/Hu/s)'*]"^* Hexp= 1.098 I(v1 -v2)^-''T/2g SHEETl OF 2 05/11/2004 12:23 5624248336 CDS TECH PAGE 05/05 TOTAL HEAD LOSSES EGL AN^ HGL QSYS Finished Grade EL .© D/S INV EL OIL BAFFLE PMSU CDS UNIT STORM WATER TREATMENT UNIT TECHHOLOGIES PATENTED . BRESSI RANCH PA-11 CARLSBAD, CA DATE 5/11/04 DFiAWN TJ APPROV. SCALE NTS SHEET 2 OF 2 Seporotion Screen Sc Sump Access MH Riser Stack Rberglass Oil Baffle Separation Screen Top Cop Approx. Wt. = 3550 § 5'0 Manhole Riser Sections Approx. Wt. = 1950 § (1.5 ft riser section) 2600 § (2.0 ft. riser section) 3250 # (2.5 ft. riser section) 3900 # (3.0 ft. riser section) Rbergloss Inlet Separation Chamber Component Approx. Wt. = 3900 § (Typ.) Inlet Pipe SEPARATION CHAMBER COMPONENT Approx. Wt. = 1950 # (1.5 ft. riser section) 2600 § (2.0 ft. riser section) 3250 # (2.5 ft. riser section) 3900 # (3.0 ft. riser section) Separation Slob, Approx. Wt. = 2150 § Sump, Sc Base Approx. Wt. = 4B00 § SECTION SIZES MAY VARY ACCORDING TO LOCAL PRECASTERS SPECIRCATIONS. CDS MODEL PMSU20 TYPICAL ASSEMBLY DATE 01/10/02 SCALE N.TS. CDS MODEL PMSU20 TYPICAL ASSEMBLY DRAWN J.S.F. SHEET TECHNOLOGIES PATENTED CDS MODEL PMSU20 TYPICAL ASSEMBLY R. HOWARD 1 TYPICAL / GENERIC INSTALLATION 60" l.D. CONC. MH RISER. 6" THICK WALLS (WP.) ELEVATION VIEW (SEE SHEET 3) FLOW XX"(S PIPE INLET OIL BAFFLE, MODEL A FOR PIPES TO 18"(S MODEL B FOR PIPES TO 3O"0 ELEVATION VIEW (SEE SHEET 3) A G PIPE AND MH RISER XX" 0 PIPE OUTLET RBERGLASS INLET AND CYLINDER 24"0 MH COVERS Sc FRAMES (2)- OTHER HATCHES AVAILABLE NOTE: THE INTERNAL COMPONENTS ARE SHOWN IN THE RIGHT-HAND CONRGURATION-THESE COMPONENTS MAY BE FURNISHED IN THE MIRROR IMAGE TO THAT SHOWN (LEFT-HAND CONRGURATION). CDS MODEL PMSU20_15, 0.7 CFS CAPACITY STORM WATER TREATMENT UNIT PROJECT NAME CITY, STATE DATE 12/3/01 SCALE 1"=2' PROJECT NAME CITY, STATE DRAWN J.S.F. SHEET 2 ^^^j^^ TECHNOLOGIES PATENTED PROJECT NAME CITY, STATE APPROV. SHEET 2 TYPICAL / GENERIC INSTALLATION SHOWN IN RIGHT-HAND CONFIGURATION ACCESS RISER 5'-0" l.D ATTACH SIDE AND BOTTOM FLANGES TO WALL OF MH RISER USING ANCHOR BOLTS (6 MIN), SUPPLIED BY CDS. FLOW XX"0 PIPE INLET AHACH SCREEN TO SLAB USING 4 ANCHOR BOLTS, SUPPLIED BY CDS. 25"0 SEPARATION SCREEN, SEE NOTE #2 CENTER OF MH RISER SECTIONS OIL BAFFLE (OPTIONAL) OPENINGS PROVIDED DURING PRECASTING FOR PIPE INLET AND OUTLET FLOW XX 0 PIPE OUTLET CENTER OF SCREEN, 2r0 SUMP OPENING STAINLESS STEEL SEPARATION PLATE NOTES: 1. THE INTERNAL COMPONENTS ARE SHOWN IN THE RIGHT-HAND CONRGURATION-THESE COMPONENTS MAY BE FURNISHED IN THE MIRROR IMAGE TO THAT SHOWN (LEFT-HAND CONRGURATION). 2. FOR PROPER INSTALLATION, GREEN FLANGE ON SCREEN FACES UP FOR RIGHT-HAND INSTALLATION, RED FLANGE UP FOR LEFT-HAND ORIENTED UNITS. CDS MODEL PMSU20_15, 0.7 CFS CAPACITY STORM WATER TREATMENT UNIT TECHNOLOGIES PATENTED PROJECT NAME CITY, STATE DATE 12/3/01 DRAWN J.S.F. APPROV. SCALE 1"=2' SHEET TYPICAL / GENERIC INSTALLATION RNISHED GRADE EL= XX.XX'i 24' e COVERS Sc FRAMES (2), TYP. - OTHER HATCH SYSTEMS- READILY AVAILABLE. RISER SECTIONS \ (I SEPARATION i I SECTIONS SECTION CUT (SEE SHEET 2) INV EL=XX.XX' 8" r VARIES XX < INLET PIPE7 i 10" H i TYP 5-0" 5'-r± XX". DEPTH xX"0 BELOW CORE INVER SUMP EXTERIOR !NVEL=XX.XX'± 2'-6" 24" RBERGUkSS SEPARATION CYLINDER &. INLET 1 SEPARATION SCREEN -OIL BAFFLE XX * OUTLET- PIPE/ SECTION CUT (SEE SHEET 2) 1^ T 14" 22". MIN. _SEE IMSET FDR PLATE DETAIL SUMP -INTERNAL SEPARATION SLAB S'-O" 11 GA. STAINLESS STEEL SEPARATION PLATE \-24"0 -15"0 PLAN VIEW SCALE: r=2" CDS MODEL PMSU20_15, 0.7 CFS CAPACITY STORM WATER TREATMENT UNIT PROJECT NAME CITY, STATE DATE 12/3/01 SCALE 1"=2.5' ^^^^^ TECHNOLOGIES PATENTED PROJECT NAME CITY, STATE DRAWN J.S.F. SHEET 4 ^^^^^ TECHNOLOGIES PATENTED PROJECT NAME CITY, STATE APPROV. SHEET 4 ® C SEPARATION & RISER SECTIONS -5'-0 0' 24", SEE NOTE RBERGLASS SEPARATION CYUNDER Ic INLFf 17^ 0 14", SEE NOTE- 0 VARIES 5"-r ± DEPTH BELOW PIPE INVERT (TYPICAL) CONSTRUCTION NOTES: B'-O" 1. APPLY BUTYL MASTIC AND/OR GROUT TO SEAL JOINTS OF MANHOLE STRUCTURE. APPLY LOAD TO MASTIC SEAL IN JOINTS OF MH SECTIONS TO COMPRESS SEALANT IF NECESSARY. UNIT MUST BE WATER TIGHT, HOLDING WATER UP TO FLOWLINE INVERT (MINIMUM). 2. IF SEPARATION SLAB IS NON-INTEGRAL TO THE SEPARATION SECTION OF THE UNIT, SET AND VERIFY TOP ELEVATION BEFORE PLACING MORE PRECAST COMPONENTS OR BACKRLLING. ENSURE 24" FROM TOP OF SEPARATION SLAB TO PIPE INVERT. 3. GROUT PIPE CONNECTIONS TO SEAL JOINT 4. SET BOTTOM OF OIL BAFFLE 14" ABOVE SEPARATION SUB FLOOR: DRILL AND INSERT A MINIMUM OF TEN (10) 3/8" x 3 3/4" SS EXPANSION BOLTS @ 12" O.C. EQUALLY SPACED TO SECURE RBERGLASS OIL BAFFLE FLANGE TO RISER WALL-(HARDWARE SUPPLIED BY CDS TECHNOLOGIES). 5. FASTEN RBERGLASS CYLINDER/IN LET TO SCREEN ASSEMBLY USING FOUR (4) SETS OF x 1 h SS HEX HEAD BOLTS W/ NUTS AND WASHERS-(HARDWARE SUPPLIED BY CDS TECHNOLOGIES). IN THE LEFT-HANDED CONFIGURATION THE "RED" COLORED FLANGE ON THE SCREEN CYLINDER SHALL FACE UP. IN THE RIGHT-HANDED CONRGURATION. THE "GREEN" COLORED FLANGE SHALL FACE UP. 6. CENTER SCREEN ASSEMBLY OVER SUMP OPENING AND POSITION RBERGLASS INLET AGAINST RISER WALL DRILL AND INSERT A MINIMUM OF SIX (6) 3/8" x 3 3/4" SS EXPANSION BOLTS EQUALLY SPACED TO SECURE RBERGLASS INLET FLANGE TO RISER WALL-(HARDWARE SUPPLIED BY CDS TECHNOLOGIES). 7. VERIFY THAT SCREEN ASSEMBLY IS CENTERED OVER SUMP ACCESS HOLE AND ADJUST IF NECESSARY; DRILL AND INSERT FOUR (4) 3/8" x 3 3/4" SS EXPANSION BOLTS TO FASTEN SCREEN ASSEMBLY TO SEPARATION SLAB- (HARDWARE SUPPLIED BY CDS TECHNOLOGIES). 8. BLOCK AND GROUT SEAL TO MATCH GRADE AS REQUIRED. TECHNOLOGIES PATENTED PMSU20_15 CONSTRUCTION NOTES DATE 12/3/01 DRAWN J.S.F. APPROV. SCALE N.TS. SHEET 5 Separation Screen Sc Sump Access MH Riser Stock Top Cop (Rot Top): Approx.Wt. = 5,800# (See Note) Rbergloss Oil Baffle LER-HANDED UNIT SHOWN HERE Top Cop Approx. Wt. = 5800 # 6'0 Manhole Riser Section (Barrel Section) Approx. Wt. = 4000 # (2 ft. riser section) 6000 § (3 ft. riser section) Rberglass Inlet/Outlet Separation Chamber Component 6'0 MH (Barrel) Riser Section Approx. Wt. = 2,000 #/ft Inlet Pipe Type 316, Stainless Steel Separation Screen Assembly Separation Slob Approx. Wt. = 5,000 # Sump Component 6'0 MH Riser Section Approx. Wt.= 4000# (2 ft. Section), 6000# (3 ft Section) Bose Slob 'Approx. Wt. = 6,300 # SECTION WEIGHTS VARY ACCORDING TO LOCAL STANDARDS AND MANUFACTURER 1 • ' SPECIRCATIONS. ^^^^^^ TECHNOLOGIES PATENTED CDS MODEL PMSU30 ASSEMBLY DATE 01/10/02 SCALE N.T.S. ^^^^^^ TECHNOLOGIES PATENTED CDS MODEL PMSU30 ASSEMBLY DRAWN J.S.F. SHEET 1 ^^^^^^ TECHNOLOGIES PATENTED CDS MODEL PMSU30 ASSEMBLY R. HOWARD SHEET 1 TYPICAL / GENERIC INSTALLATION CONCRETE MH CAP OIL BAFFLE XX"0 PIPE OUTLET FLOW ELEVATION VIEW (SEE SHEET 4) k FIBERGLASS INLET 72"0 ID MANHOLE RISER. (88"0D) ELEVATION VIEW (SEE SHEET 4) A .J 24"0 MH COVER AND FRAME (TYPICAL OF 2), ALTERNATIVE ACCESS HATCH SYSTEMS ALSO AVAILABLE NOTE: THE INTERNAL COMPONENTS ARE SHOWN IN THE RIGHT-HAND CONRGURATION- THESE COMPONENTS MAY BE FURNISHED IN MIRROR IMAGE TO THAT SHOWN (LEFT-HANDED ORIENTATION). CDS MODEL PMSU30_20 2.0 CFS CAPACITY STORM WATER TREATMENT UNIT TECHNOLOGIES PATENTED PROJECT NAME CITY, STATE DATE 12/3/01 DRAWN J.S.F. APPROV. SCALE 1 "=2' SHEET 2 TYPICAL / GENERIC INSTALLATION ROTATE SEPARATION SLAB TO MATCH REQUIRED OFFSET DISTANCES. FIBERGLASS INLET CENTER MANHOLE RISER SECTIONS CENTER OF SCREEN &i 2r0 SLAB OPENING INLET AND OUTLET CORES PROVIDED BY PRECASTER; GROUT SEAL CONNECTIONS OIL BAFFLE XX 0 PIPE INLET ATTACH SIDE AND BOTTOM FLANGES TO WALL OF MH RISER USING ANCHOR BOLTS (6 MIN), SUPPLIED BY CDS. 35"0 SEPARATION SCREEN SEE NOTE 2 BELOW 18"0 PIPE OUTLET ATTACH SCREEN TO SLAB USING 4 ANCHOR BOLTS, (SUPPLIED BY CDS). CONCRETE MH RISER. 6'-0" ID, 7'-4" OD NOTES: 1. THE INTERNAL COMPONENTS ARE SHOWN IN THE RIGHT-HAND CONnGURATiON-THESE COMPONENTS MAY BE FURNISHED IN THE MIRROR IMAGE TO THAT SHOWN (LEFT-HAND CONRGURATION). 2. FOR PROPER INSTALLATION, GREEN FLANGE ON SCREEN FACES UP FOR RIGHT-HAND INSTALLATIONS; RED FLANGE FACES UP FOR LEFT- HAND ORIENTED UNITS. CDS MODEL PMSU30_20, 2.0 CFS CAPACITY STORM WATER TREATMENT UNIT 'I "••^f*^ TECHNOLOGIES PATENTED PROJECT NAME CITY, STATE DATE 12/3/01 DRAWN J.S.F. APPROV. SCALE 1" = 2' SHEET 3 TYPICAL / GENERIC INSTALLATION FINISHED GRADE EL-XX.XX'± 30V MH COVER tc FRAME, ALTERNATIVE; HATCH SYSTEMS READILY AVAILABLE GROUT AND/OR GRADE RINGS AS NECESSARY T SECTION CUT (SEZ SHEET 3) XX"# PIPE OLTTIET INV EL=XX.XX' PIPE INV. a=xx.xx' 6'-2' DEPTH BELOW PIPE INVERT (TYPICAL) SUMP EXTERIOR INV EL=XX.XX" CDS MODEL PMSU30_20 2.0 CFS CAPACITY STORM WATER TREATMENT UNIT PROJECT NAME CITY, STATE DATE , , 12/3/01 SCALE 1"=3' PROJECT NAME CITY, STATE DRAWN J.S.F. SHEET 4 TECHNOLOGIES PROJECT NAME CITY, STATE APPROV. SHEET 4 PATENTED 6'-2'± DEPTH BELOW PIPE INVERT (TYPICAL) (7) SEE NOTE 0 r-2- TYPICAL CONSTRUCTION NOTES: 1. APPLY BUTYL MASTIC TO SEAL RISER JOINTS-APPLY LOAD TO MH SECTIONS TO COMPRESS SEALANT IF NECESSARY. 2. IF SEPARATION SLAB IS NON-INTEGRAL TO THE SEPARATION SECTION OF THE UNIT, SET AND VERIFY TOP ELEVATION BEFORE PLACING MORE PRECAST COMPONENTS OR BACKRLLING. ENSURE 31" FROM TOP OF SEPARATION SLAB TO PIPE INVERT. 3. ROTO-HAMMER OR SAW-CUT OPENINGS FOR PIPE INLET AND OUTLET AS NECESSARY; GROUT PIPE CONNECTIONS TO SEAL JOINT 4. SET BOnOM OF OIL BAFFLE 18" ABOVE SEPARATION SLAB FLOOR; DRILL AND INSERT A MINIMUM OF FOURTEEN (14) i" X 3 J" SS EXPANSION BOLTS ® 12 O.C. EQUALLY SPACED TO SECURE BAFFLE FLANGE TO RISER WALL- (HARDWARE SUPPLIED BY CDS TECHNOLOGIES). 5. FASTEN RBERGLASS CYLINDER/INLET TO SCREEN ASSEMBLY USING FOUR (4) SETS OF g" x 1 i' SS HEX HEAD BOLTS W/ NUTS AND WASHERS, EQUALLY SPACED-(HARDWARE SUPPLIED BY CDS TECHNOLOGIES). RED FLANGE ON SCREEN FACES UP FOR LEFT HAND CONRGURATIONS; GREEN FLANGE ON SCREEN FACES UP FOR RIGHT HAND CONRGURATOINS. 6. CENTER SEPARATION SCREEN WITH ATTACHED INLET ASSEMBLY OVER 21" DIAMETER SUMP OPENING AND POSITION INLET AGAINST MANHOLE WALL; DRILL AND INSERT A MINIMUM OF SIX (6) g" x 3 J" SS EXPANSION BOLTS EQUALLY SPACED TO SECURE INLET FLANGE TO RISER WALL-(HARDWARE SUPPLIED BY CDS TECHNOLOGIES). 7. VERIFY THAT THE SEPARATION SCREEN IS CENTERED OVER 21" DIAMETER SUMP OPENING AND ADJUST IF NECESSARY; DRILL AND INSERT FOUR (4) g" x 3 J" SS EXPANSION BOLTS TO FASTEN SCREEN ASSEMBLY TO SEPARATION SLAB- (HARDWARE SUPPLIED BY CDS TECHNOLOGIES). BLOCK AND GROUT SEAL TO MATCH GRADE AS REOUIRED. 8 iMlSiftV TECHNOLOGIES PATENTED PMSU30_20 CONSTRUCTION NOTES DATE 12/3/01 DRAWN J.S.F. APPROV. SCALE N.TS. SHEET 5 PRECAST MANHOLE "INLINE" Continuous Deflective Separation Unit Product Specifications (Note: The following specifications are applicable for the CDS Model PMIU20_15, PMSU20_15, PMSU20_15_4, PMSU20_20, PMSU20_25, PMSU30_20, PMSU30_30, PMSU40_30, & PMSU40_40 units) The Contractor shall install a precast stormvv'ater filtration treatment unit in accordance v/ith the notes and details shov/n on the Drav/ings and in conformance v/ith these Specifications. The precast stormv/ater filtration treatment unit shall be a continuous deflective separator (CDS®) unit, modei PMIU or PMSU as manufactured by CDS Technologies, Inc., 16360 Monterey Road, Suite 250, Morgan Hill, CA 95037. CDS Technologies® may be reached by teiephone at (888) 535-7559. Storm Water Filtration Treatment Unit Design Hvdraulic Treatment Capacity and Separation Screen Desiqn: The CDS storm water filtration treatment unit shall have a minimum treatment flow capacity as indicated below. This treatment capacity shall be achieved without any flow bypassing the overflow weir ofthe treatment unit. MINIMUM TREATMENT FLOW CAPACmES PMIU PMSU CDS UNITS: 20_15 20 15 4 & 20 15 20_20 20_25 30_20 30_30 40_30 40_40 TREATMENT FLOW, CFS (GPM) 0.7 (314) 0.7 (314) 1.1 (493) 1.6 (673) 2.2 (987) 3.0 (1,346) 4.5 (2,020) 6.0 (2,693) Storm Water Filtration Treatment Unit Structure and Desiqn: If required, the structure shall be designed to withstand H20 traffic and earth loadings to be experienced dunng the life of the installation. The storm water filtration treatment units shall be furnished with the following minimum sump capacities for the storage of sediments, organic solids, and other settieable trash and debris. ^T D-5 CDS PMSU Product Specifications MINIMUM SUMP STORAGE CAPACITIES PMIU PMSU CDS UNIT: 20_15 20_15_4 20_15 20_20 20_25 30_20 30_30 40_30 40_40 MINIMUM SUMP VOLUME CU YDS: 0.7 0.7 1.1 1.1 1.1 2.1 2.1 5.5 5.5 Oil and Grease Removal Unless otherwise specified, all PMSU units will be equipped with a conventional oil baffle to capture and retain oil and. grease and Total Petroleum Hydrocarbons (TPH) pollutants as they are transported through the storm drain system during dry weather (gross spills) and wet weather flows. The conventional oil baffle within a unit assures satisfactory oil and grease removal from typical urban storm water runoff. Additionally, the storm water filtration unit shall have the following gross oil storage capacities: MINIMUM OIL STOPPAGE CAPACITIES PMIU PMSU CDS UNIT: 20_15 20_15_4 20_15 20_20 20_25 30_20 30_30 40_30 40_40 MIN. OIL STORAGE VOLUME, WITH BAFFLE, GALS: 104 72 120 140 150 180 270 480 605 The CDS® PMSU water filtration treatment units shali also be capable of receiving and retaining the addition of Oii Sorbents within their separation chambers. The addition of the oil sorbents can ensure the permanent removal of 80% to 90% of the free oil and grease from the storm water runoff. The addition of sorbents enables increased oil and grease capture efficiencies beyond that obtainable by conventional oil baffle systems. Sorbent material shall be added in accordance with the "USE OF OIL SORBENTS" specifications provided by CDS Technologies. D-6 CDS PMSU Product Specifications Materials Design for CDS® Unit Manufacture Concrete: Storm water filtration treatment units shall be structurally designed and manufactured from materials per ASTM C478 - 88a "Standard Specification for Precast Reinforced Concrete Manhole Sections". Concrete shall adhere to ASTM specifications C33, C39, andC150. Reinforcement shall consist of wire and/or deformed and plain billet-steel Bars conforming to ASTM Designation A82, A185, A496 A497 or A615. Fiberqiass: Fiberglass components (inlet riser and oil baffle) for the PMSU model series shall be per national Bureau of Standards PS-15. The components shall be laid up of 3-ounce (oz) chop mat, 24-oz bi-directional woven fabric per MIL-C-19663 and general-purpose polyester resin per MIL-M-43248. 3/16 inch laminated lay up schedule for fiberglass unit shall be achieved by these minimum manufacturing procedures: clean, wax and mask separation unit mold, apply one skin over mold with 3 oz chop mat, cure skin for 1.5 hours, apply second and third layers composed of 3 oz chop mat plus 24 oz woven fabric each, cure 24 hours before de-molding. Hardware: The separation screen shall be fabricated from stainless steel conforming to ASTM Designation A316L. Support structure shall be fabricated from stainless steel conforming to ASTM Designation. Fasteners used to install the screen shall be A316 stainless steel. The access cover for the unit shall be designed to withstand 150 pounds per square foot pedestrian loading, or designed for direct traffic loading if so noted on the Drawings, and shall provide an access hatch of the dimensions shown on the Drawings. The cover may be fabricated from either aluminum or steel depending on application. If the access cover is to be fabricated of cast iron, all materials shall conform to ASTM Designation 48-30. If the access cover is to be fabricated of aluminum, aluminum welding and stainless steel bolts shall be used for assembly. If the access cover is to be fabricated of steel, the assembly shall be hot dipped galvanized in accordance with ASTM designations A123 & A525. Galvanizing shall be performed after fabrication. Nuts, bolts & washers shall be galvanized in conformance with ASTM Designation A153. D-7 TeCHNOLOGteS CDS PRECAST STORM WATER FILTRATION TREATMENT Continuous Deflective Separation Storm water Treatment Unit Installation Specifications (Note: The following specifications are applicable for the CDS Models PMSU20_15, PMSU20_20, PMSU20_25, PMSU30_20, PMSU30_30, PMSU40_30 & PMSU40_40 units) Small Tools Recommended For A Successful Installation Builders Level and Rod Combination rotary drill and hammer drill (two are desirable so bit changing between the wood bit and masonry bit isn't necessary 3/8" diameter masonry bit that will drill a hole at least 3" deep 72" diameter wood bit for drilling fiberglass Hammer 9/16" deep socket ratchet drive for tightening nuts on 3/8" concrete anchors VA" wrench and 3/4" socket for tightening the Vi" diameter bolts and nuts used to connect the screen to the fiberglass riser VA" mastic to fill gaps that may exist between the fiberglass flanges and the concrete wall (maximum that could be needed- 10') Small generator (1500 watt) 50' extension cord with splitter to operate both drills A Skill saw with a wood cutting and masonry cutting blade Two 2x4 lumber sections long enough to hold the oil baffle to the correct height while it is fastened to the manhole wall with the concrete anchors (see following table. ALL REQUIRED FASTENERS WILL BE DELIVERED WITH THE CDS SEPARATION SCREEN PMSU UNIT 20_15 20_20 20_25 30_20 30_30 40_30 40_40 2X4 LENGTH 14" 18" 22" 18" 24" 24" 32" The CDS® precast components will be delivered to the project site via a flatbed transport. The Contractor shall provide equipment at the site that has adequate capacity to unload the precast components. The Contractor may either determine the unit weights for components or contact CDS Technologies® for unit weights. The instailation sequence proceeds as follows: Sump installation; separation slab; 5', 6', or 8' diameter starter section; 5'', 6' or 8' diameter section with blockouts (to receive the storm drain into the unit and connect to storm drain outlet); riser sections as required to come to sub-grade level; internal components consisting of the oil baffle (installed first), followed by CDS screen and fiberglass inlet; top slab; lastly, finished grade is achieved D-16 CDS using grade rings (if necessary) and the manhole frame(s) and cover(s) or other hatch system as applicable. General Finishing Requirements The precast components are delivered with lifting points cast into the various pieces. Where cavities were created for lifting, said cavities shall be mortar packed and finished to conform to the surface that would have othePA'ise existed had not the lifting point been cast. Where rebar or fabricated cable loops have been used to provide for lifting, those that project above the normal finish surface shall be cut flush with the normal finished surface. Rebar or fabricated cable loops used to provide for lifting that project above the normal finish surface shall be cut flush with the normal finished surface. All work throughout the installation shall be done to a professional standard normally expected forthe class of work being performed. The PMSU unit shall be installed using Butyl Mastic, rubber gaskets and/or grout to seal joints of the precast manhole structure to ensure that unit is water tight, holding water up to the flow line invert of the inlet and outlet pipes. Excavation. Dewatering and Shoring The Contractor shall excavate, dewater and shore in accordance with the applicable project specifications for "Excavation and Backfill", "Dewatering and Shoring", as provided by the Engineer to ensure a safe working environment. Sump Installation Subgrade shall be established as shown on the Drawings. The subgrade material shall be composed to withstand a design loading of 2,000 pounds per square foot (psf). It is recommended that the hole be over-excavated a minimum of six (6") inches and backfilled with aggregate base and compacted to 90% to make subgrade. The sump shall be placed on the compacted base, elevation confirmed, plumbed and aligned to ensure that the balance of the unit will be properiy aligned and situated as assembly ofthe rest ofthe precast pieces proceed. Note: The correct vertical distance between the top of the separation slab and pipe invert must exist in order to ensure proper installation of the separation screen and fiberglass inlet. The Contractor may wish to "dry stack" the sump and separation slab first to determine any discrepancy between the actual height of these two components and the nominal height as indicated on the drawings. The following table lists the required distances based upon CDS model. PMSU UNIT 20_15 20_20 20_25 30_20 30_30 40_30 40_40 VERTICAL DISTANCE 24" 31" 35" 31" 42.5" 42.5" 55" D-17 CDS •-'i'SK'" TeCHNOLOGieS Separation Slab Installation Prior to placement of the separation slab, the Contractor shall place a minimum of one layer of 3/4 inch X 1 VT. inch mastic rope (delivered with the CDS Unit) on the tongue joint of the sump section. The separation slab shall be set with the proper orientation to the storm drain to ensure correct alignment ofthe separation screen and fiberglass inlet. IMPORTANT: FOR INSTALLATION OF THE PMSU20 UNITS, THE SEPARATION SLAB MUST BE ORIENTED TO ENSURE THAT THE CENTERPOINT OF THE SUMP OPENING HAS AN OFFSET DISTANCE OF 12 INCHES TO THE RIGHT (OR 12 INCHES TO THE LEFT FOR LEFT- HAND ORIENTED UNITS) OF PIPE CENTERLINE AND 3 INCHES DOWNSTREAM OF THE RISER CENTERPOINT (LOOKING DOWNSTREAM). IMPORTANT: FOR THE INSTALLATION OF PMSU30 UNITS, THE CENTERPOINT OF THE SUMP OPENING HAS AN OFFSET DISTANCE OF 12 INCHES TO THE RIGHT (OR LEFT FOR LEFT-HAND ORIENTED UNITS) AND PERPENDICULAR TO THE PIPE CENTERLINE (LOOKING DOWNSTREAM). REFER TO THE CONSTRUCTION DRAWINGS TO SEE THE PROPER ORIENTATION OF THE SLAB. IMPORTANT: FOR INSTALLATION OF THE PMSU40 UNITS, THE SEPARATION SLAB MUST BE ORIENTED TO ENSURE THAT THE CENTERPOINT OF THE SUMP OPENING HAS AN OFFSET DISTANCE OF 14 INCHES TO THE RIGHT (OR 14 INCHES TO THE LEFT FOR LEFT- HAND ORIENTED UNITS) OF PIPE CENTERLINE AND 8 INCHES DOWNSTREAM OF THE RISER CENTERPOINT (LOOKING DOWNSTREAM). Access Riser Installation Prior to placement of the barrel sections, the Contractor shall place a layer of mastic rope on the tongue joint ofthe separation slab and each barrel section in the manner described previously. Subsequent placements of the barrel sections are performed in the manner previously described. At this point, the Contractor may elect to backfili in accordance with the following specification, or the Contractor may elect to continue with the installation of the oil baffle, separation screen, fiberglass inlet followed by the top cap, as the Contractor deems appropriate (Note: Installation of the internal components (fiberqiass oil baffle if required, screen assembly and fiberqiass inlet) must precede installation of top cap). The backfill material around the base and separation slabs and the barrel sections shall be placed and compacted achieving a minimum compaction of 90% when tested by ASTM Designation A1557. Backfill material may be a "minimal compaction effort" material such as 3/8" pea gravel or clean fill sand. The Contractor may use native material if approved by the Engineer if said material provides an allowable bearing pressure of 2,000 pounds per square foot. Said native material shall be compacted to a minimum relative density of 90% when tested by ASTM Designation A1557. Oil Baffle, Separation Screen/Fiberglass Inlet Installation Prior to the installation of the oil baffle, screen and inlet, a well-distributed load applied to the manhole stack may be required to compress the mastic joints in order to minimize subsequent settling from damaging the separation screen or fiberglass inlet. D-18 '•^•S^'' TeCHNOl-OGI€S CDS The Installation (Oil Baffle, Separation Screen/Fiberglass): Step 1: Install the oil baffle. The oil baffle needs to be placed over the outlet pipe and held up from the floor, as shown on the drawings, while it is fastened with the concrete anchors. The 2- 2 X 4's cut to the required length, (see table, page 1 or D17, are ideal for this vertical support. Fill any gaps between the oil baffle flange and the access riser wall with an appropriate sealant material, if necessary. Step 2: Assemble the separation screen and fiberglass inlet riser components. If the PMSU unit is specified as a "RIGHT-HAND" orientation, place the screen so that the GREEN FLANGE IS UP. If the unit is specified as a "LEFT-HAND" orientation, place the screen so the RED FLANGE IS UP. After setting the screen for its proper orientation, set the fiberglass inlet on top of the separation screen and bolt together before lowering the assembled unit into the manhole. This requires installing four inch diameter x 1 VT inch long bolts with locknuts and washers (locknuts may be substituted using standard nuts with lock washers). Step 3: Lower the assembly into the manhole and position fiberglass inlet to ensure that the inlet pipe is reasonably centered in the fiberglass inlet that the flange of the fiberglass inlet is flush with the wall of the manhole riser. In addition, verify that the screen is approximately centered properiy over the opening in the separafion slab. Make final adjustments to the positioning ofthe screen/inlet assembly if necessary. Step 4: Drill inch diameter holes through the fiberglass flange ofthe inlet with the wood bit, followed by match drilling the manhole wall with the 3/8 inch masonry bit to a depth of at least 3 inches. Attach the flange to the riser wall with concrete anchor bolts (supplied by CDS Technologies), . Fill any gaps between the inlet flange and the access riser wall with an appropriate sealant material, if necessary. Step 5: Drill 3/8" holes into the separation slab at the location ofthe existing holes through the stainless steel angle that is resting on the floor to attach the screen to the separation slab with the provided concrete anchor bolts. A stainless steel donut made from 11 ga. Metal 24 in diameter with a 15 inch diameter hole is provided with the PMSU20 units. The donut is to be placed on top ofthe separation slab to reduce the hole into the sump to 15 inch in diameter. This should be placed after the screen has been anchored to the floor. This completes the internal components installation. Manhole Top Cap Installation Upon installation of the barrel sections and internal components (fiberglass oil baffle, screen assembly and fiberglass inlet), the concrete manhole cap is installed. Mastic sealant is placed on the tongue and groove joint as described previously. The top cap is oriented in a fashion similar to that of the separation slab with the clear openinq centered over the separation cylinder, screen, and sump openinq unless indicated otherwise on the construction drawinqs. Use grout and manhole rings as necessary to match grade and install the provided manhole frame and cover (or other hatch system) as shown on the drawings. D-19 , ••^igriST'' TCCHNOLOGieS CDS Backfill Upon completion of the CDS® unit installation, the excavation shall be backfilled with an aggregate base material, pea gravel, or controlled density cement backfill. The aggregate base material shall be compacted to 90% compaction when tested by ASTM Designation A1557, except as noted beiow. If the unit is instaiied in a travel way, the upper two feet of backfill shall be aggregate base compacted to 95%. D-20 '*'aiS^^ leCHNOLOGieS CDS CDS RISER BARREL. LENGTH VARIES. VT=500#/FT DF HEIGHT CDS PSV30 INLET/OUTLET VT = 1643# CDS PSW30 SEPARATION CHAMBER VT=7480# 5'-5'0 SUMP 3'- HIGH, VT = 4040# ACCESS COVER AND FRAME FDR TRAFFIC LOADING REDUCER SECTIDN AS REQUIRED CDS RISER BOX/TRAFFIC BEARING SLAB HEIGHT VARIES VT=1P95#/FT •F HEIGHT ACCESS COVER AND FRAME FDR TRAFFIC LOADING CDS UNIT TD WEIR BD COLLAR NDT SHDVN RISER BARREL. LENGTH VARIES .WEIR BDX COVER LID INLET PIPE BLDCKDUT CDNNECTIDN COLLAR NOT SHOWN PIPE IN SW30 WEIR BDX CUSTOMIZEED TO EACH LDCATIDN DUTLET PIPE BLOCKOUT CONNECTION COLLAR NOT SHOWN DIVERSION STRUCTURE PSW30_30 ASSEMBLY ^"-iSS?^' TECHNOLOGIES ."EN'TED CDS PSW30 ASSEMBLY AND DIVERSION STRUCTURE DATE 1/19/99 DRAWN W,H,S, APPROV. R, HOWARD SCALE N,T,S, SHEET 1 CDS PSW30 UNIT ASSEMBLED WT=74B0# CDS RISER BARREL. LENGTH VARIES WT=500#/FT OF HEIGHT CDS PSW30 INLET/OUTLET WT=1643# PIPE INVERT S'-ll' ASSEMBLED VIEW EXPLODED VIEW 5'-5'0 SUMP 3'-0' HIGH. WT= 4040# DIVERSION CHAMBER NDT SHOWN TECHNOLOGIES PATENTED CDS PSW30 DATE 1/19/99 SCALE N,T,S, ^^^^^ W,H,S, SHEET 2 APPRDV, R, HOWARD SHEET 2 GENERIC / TYPICAL INSTALLATION LEFT HANDED CONFIGURATION SHOWN HERE 2' TO 4' "(TYPICAL) XX"e INLET PIPE DIVERSION WEIR DTs^RSION CHAMBER POUR CONCRETE CONNECTION COLURS TO SEAL INLET AND OUTLET PIPES. XX"« OUTLET PIPE CDS MODEL PSW30_28, 3 CFS CAPACITY STORM WATER TREATMENT UNIT 24' MH COVER (TYPICAL), OTHER ACCESS HATCHES READILY AVAILABLE PLAN VIEW CDS MODEL PS¥30_30 3 CFS CAPACITY STORM WATER TREATMENT UNIT NOTEfS): CREATE SMOOTH SWALE TRANSITION THRU DIVERSION BOX W/ SECONDARY CONCRETE POUR IN RELD. PROJECT/ DEVELOPMENT NAME CITY & STATE DATE ^ , 2/8/01 SCALE 1" = 3' '^•'VJ:;^' TECHNOLOGIES PATENTED PROJECT/ DEVELOPMENT NAME CITY & STATE DRAWN J.S.F. SHEET 3 '^•'VJ:;^' TECHNOLOGIES PATENTED PROJECT/ DEVELOPMENT NAME CITY & STATE APPROV. SHEET 3 GENERIC / TYPICAL INSTALLATION LEFT HANDED CONFIGURATION SHOWN HERE 24"0 MH COVER AND FRAME (TYPICAL), OTHER ACCESS COVERS AVAILABLE XX"0 OUTLET PIPE CDS MODEL PSW30_30 3 CFS CAPACITY .RIFC; I ' i -'=) I 24" 0 MH COVER (TYPICAL), OTHER ACCESS HATCHES AVAILABLE RNISHED GRADE EL=X.X'± VARIES VARIES SECONDARY POUR TO MATCH INVERT PIPE INVERT, EL=X.X'± CONNECTION COLLAR POURED IN RELD, ~ir ALL AROUND SUMP INVERT EL=X.X'± ELEVATION VIEW CDS MODEL PSW30_30 3 CFS CAPACITY STORM WATER TREATMENT UNIT X^^' TECHNOLOGIES ='ATENTED PROJECT/ DEVELOPMENT NAME CITY k STATE DATE 4/3/01 DRAWN J.S.F. APPROV. SCALE 1" = 3' SHEET 4 Product Specifications PRECAST - PSW "OFFLINE" Continuous Deflective Separation Unit (Note: The following specifications are applicable for the PSW30_30, PSW50_42, PSW50_50 & PSW70_70 units.) The Contractor shall install a precast continuous deflective separator (CDS®) unit in accordance with the notes and details shown on the Drawings and in conformance with these Specifications. The precast CDS® unit shall be a storm water filtration treatment unit as manufactured by CDS Technologies, Inc., 16360 South Monterey Road, Suite 250, Morgan Hill, CA 95037. CDS Technologies® may be reached by telephone (888) 535- 7559. Storm Water Filtration Treatment Unit Design Hydraulic Treatment Capacity and Separation Screen Desiqn: Minimum Treatment Flow Capacity: The CDS® unit shall have a minimum treatment flow capacity as follows: Flow Capacity Precast Cubic Feet Gallons Model per Second per Minute Number (Cfs) (gpm) PSW30_30 3 1,344 PSW50_42 9 4,032 PSV/50_50 11 4,928 PSWJOJO 26 11,648 Storm Water Filtration Treatment Unit Structure and Desiqn: If required, the structure shall be designed to withstand H20 traffic and earth loadings to be experienced during the life of the installation. The materials and structural design of the stormwater filtration treatment unit shall be per ASTM C857 "Recommended Practice for Minimum Structural Design Loading for Underground Precast Concrete Utility Structures" and ASTM C858 "Specification for Underground Precast Utility Structures". The CDS® unit shall be furnished with sump as shown on the drawings for the storage of sediments, organic solids, and other settable trash and debris. CDS® models shall be furnished with a sump that has a minimum volume of cubic yards for storage of sediments, organic solids, and other settable trash and debris as follows: D - 8 CDS "•laEiS* TtCHNOLOGieS PSW "Offline" Product Specifications Precast Model Number Minimum Storage Volume (cubic yards) PSW30_30 1.4 PSW50_42 1.9 PSW50_50 1.9 PSW70_70 3.9 Oil and Grease Removal Unless othen/vise specified ail PSWC units will be equipped with a conventional oil baffle to capture and retain oil and grease and Total Petroleum Hydrocarbons (TPH) pollutants as they are transported through the storm drain system during dry weather (gross spills) and wet weather flows. The conventional oil baffle within a unit assures satisfactory oil and grease removal from typical urban storm water runoff. Additionally, the storm water filtration unit shall have the following gross oil storage capacities: Precast Model Number MINIMUM OIL STORAGE CAPACITY WITH BAFFLE (GALLONS) PSW30_30 115 PSW50_42 359 PSW50_50 408 PSW70_70 1 1,030 The CDS® PSWC water filtration treatment units shall also be capable of receiving and retaining the addition of Oil Sorbents within their separation chambers. The addition of the oil sorbents can ensure the permanent removal of 80% to 90% of the free oil and grease from the storm water runoff. The addition of sorbents enables increased oil and grease capture efficiencies beyond that obtainable by conventional oil baffle systems. Sorbent material shall be added in accordance with the "USE OF OIL SORBENTS" specifications provided by CDS Technologies. Materials Design for CDS® Unit Manufacture Concrete: Storm water filtration treatment units shall be manufactured from concrete and have a 28 day compressive strength of not less than 5,000 pounds per square inch (psi), using either Type I or Type 3 portland cement. Aggregates shall conform to ASTM Designation C33, except the requirement for gradation shall not apply. D - 9 CDS "^^i^it^ TeCHNOLOGieS PSW "Offline" Product Specifications Reinforcement shall consist of wire conforming to ASTM Designation A82 or ASTM , Designation A496 or wire fabric conforming to ASTM A185 or A497 or of deformed bars of Grade 60 steel conforming to ASTM Designation A615. The sump and access riser for the unit may be manufactured from storm drain pipes conforming to ASTM Designation C76 Class III Reinforced Concrete Pipe. Hardware: The separation screen shall be fabricated from stainless steel conforming to ASTM Designation A316L. Support structure shali be fabricated from stainless steel conforming to ASTM Designation A316. Fasteners used to install the support structure and screen shall be stainless steel, 316. Ultra high molecular weight (UHMW) or High Density Poly (HDPE) blocks may be fastened to the support structure and embedded into the concrete structure to facilitate screen installation. The access cover for the unit shall be designed to withstand 150 pounds per square foot pedestrian loading, or designed for direct traffic loading if so noted on the Drawings, and shall provide an access hatch ofthe dimensions shown on the Drawings. The cover may be fabricated from either aluminum or steel. Covers shall be manufactured by US Foundry, or equal. If the access cover is to be fabricated of aluminum, aluminum welding and stainless steel bolts shall be used for assembly. Ifthe access cover is to be fabricated of steel, the assembly shall be hot dipped galvanized in accordance with ASTM designations A123 & A525. Galvanizing shall be performed after fabrication. Nuts, bolts & washers shali be galvanized in conformance with ASTM Designation A153. D-10 "v "^•^BSSS' TeCHNOLOGieS CDS PRECAST STORM WATER FILTRATION TREATMENT Continuous Deflective Separation Unit Installation Specifications (Note: The following specifications are applicable for the PSW30_30, PSW50_42, PSW50_50 & PSW70_70 units) The precast components of the, stormwater filtration treatment unit shall be delivered to the project site via a flatbed transport. The unit shall be delivered to the project site with the screen installed. The Contractor shall provide equipment at the site that has adequate capacity to unload the precast components. PSW30 30 The heaviest component (separation chamber) that will be delivered weighs 7,480 pounds. It will be delivered with four "lifting eye" pick points. Lifting clutches, eyelets or pins will be provided by CDS. The lifting harness used for lifting the separation chamber shall provide cabling for the four-point pick up, with each leg of cable being at least 16 feet long (supplied by Contractor). PSW50 42. PSW50 50 Equipment provided by the Contractor shall include a lifting harness capable of supporting the heaviest component delivered (separation chamber). The separation chamber of the PSW50_42 will weigh 20,000 pounds. The separation chamber of the PSW50_50 will weigh 22,500 pounds. Each separation chamber will be delivered with four "lifting eye" pick points. Lifting clutches, eyelets or pins will be provided by CDS. The lifting harness used for lifting the separation chamber shall provide cabling for each of the four pick points, with each leg of cable being at least 16 feet long. PSW70 70 The heaviest component (separation chamber) that will be delivered weighs as much as 48,000 pounds. It will be delivered with four "lifting eye" pick points. Lifting clutches, eyelets or pins will be provided by CDS. The Contractor shall provide the lifting harness used for lifting the separation chamber. This lifting harness assembly shall provide cabling for the four pick points, with each leg of cable being at least 16 feet long. The installation sequence requires the sump to be installed first, followed by the separation chamber, inlet/outlet riser, access riser, top cap and traffic bearing slab, if shown on the drawings with the appropriate traffic or pedestrian cover to be placed in accordance with the manufacturer's specifications. The PSW unit shall be installed using Butyl Mastic, rubber gaskets and/or grout to seal joints of the precast manhole structure to ensure that unit is water tight, holding water up to the flow line invert of the inlet and outlet pipes. Excavation, Dewatering and Shoring The Contractor shall excavate, dewater and shore in conformance with the appiicable specification articles of the project specifications for "Excavation and Backfill", "Dewatering and "Shoring", as provided by the Engineer to ensure a safe working environment. D-21 ^ ^ V _ Sump Installation Sub grade shall be established as shown on the Drawings. The subgrade material shall be composed to withstand a design loading of 2,000 pounds per square foot (psf), or shall be over excavated as directed by the Engineer and backfilled with stabilization material to form the base, compacted to 95% relative compaction when tested in accordance with ASTM Designation A1557. The sump shall be set on the compacted base, elevation confirmed (may be .04 foot beiow theoretical grade), plumbed and aligned to ensure that the balance of the unit will be properiy aligned and situated as installation of the rest of the precast unit proceed. The backfill material around the sump shall be placed and compacted in accordance with the backfili provisions of these Specifications achieving a minimum compaction of 90% when tested by ASTM Designation A1557. Backfill may be native material if capable of providing a design bearing pressure of 2,000 psf and approved by the Engineer. Backfill shall be carried to Vi inch above the seating ring of the sump joint and leveled to ensure bearing of the separation chamber on the backfill. Separation Chamber Installation Prior to setting the separation chamber, the Contractor shall place two layers of VA inch X V/i inch mastic rope on the sump-seating ring. The mastic rope will be delivered with the CDS® unit. The mastic rope layers shall be applied such that the mastic will be VA inches X 3 inches, with the butting ends of each layer ring of mastic being offset and overiapped to ensure a watertight seal. The separation chamber shall be placed on top ofthe sump, exercising care to ensure that the mastic rope ring is not unseated. Again, the goal is to ensure a watertight seal between the sump and separation chamber. The separation chamber shall be set with the proper orientation to the storm drain to ensure correct alignment ofthe inlet/outlet unit to follow. Inlet/Outlet Installation The lifting "eye" bolts shall be removed from the top of the separation chamber before the inlet/outlet component is placed on top of the chamber. The holes of these "eyelet" bolts shall be backfilled with a fluid grout mix. Also, cut off and grout over any exposed rebar lifting loops sticking up from the top slab of the separation chamber prior to placing the inlet/outlet component. Prior to placement of the inlet/outlet section, the Contractor shall place tv/o layers of mastic rope on top of the separation chamber, locating the mastic ropes to ensure the bottom inlet/outlet section seats on top of it. The mastic will be placed such that it is inches high X 3 inches wide and bonds to the concrete surfaces as it is compressed under the weight of the inlet/outlet section. The inlet/outiet section shall be placed to its proper orientation. The interior joint of the separation chamber and inlet/outlet shall be grout sealed. The flow path from the inlet into the separation chamber shall be a smooth transition to the tangent of the 3', 5' or 7' ID separation chamber. Any protruding portions of the tongue and groove joint shall be chipped and/or grinded smooth and any recesses shall be grout filled. D-22 ''"^sffia*^^ TeCHNOLOGieS CDS At this point, the Contractor may elect to backfill in accordance with the above Specifications to the subgrade of the weir box, or the Contractor may elect to continue stacking access riser sections, as the Contractor deems appropriate. Access Riser(s) Installation Priorto installation ofthe required riser section(s), a Press-Seal Gasket Corporation TYPE 4G rubber gasket will be placed around the tongue of the joint and lubricated and tension in the gasket equalized around the joint to ensure proper seating ofthe subsequent joint. The gasket will be furnished as a part of the stormwater filtration treatment unit. If the joint is not formed to accommodate the rubber gasket, then mastic will be used to seal the joint The above installation specification completes the installation of the separation unit. The weir box can be placed at this point to facilitate the connection of the storm drain to the separation unit. Weir Box Installation The weir box may either be furnished by the contractor as a precast structure, or may be cast in place. In either event, a portion of the storm drain must be removed and disposed of off site at a location provided by the Contractor. If the Contractor elects to furnish a precast weir box, said box shall be constructed to the nominal dimensions shown on the Drawings with blockouts provided as shown thereon to facilitate connection to the separation unit and drain pipe. The weir box shall be placed on subgrade that has been graded to ensure proper vertical and horizontal alignment of the box relative to the storm drain invert and separation inlet/outlet. Dowels into the inlet/outlet structure and the ends of the weir box shall be set as shown on the Drawings and proper forms will be set and aligned to facilitate pouring the required connection collars and diversion weir that deflects water from the storm drain to the separation unit. Should the Contractor elect to construct the weir box as a cast in place structure. Contractor shall set dowels as shown in the inlet/outlet structure drawing detail. Casting formwork for the weir box shall ensure that the dowels and box reinforcing steel structurally connect the weir box to the inlet/outlet riser as shown in the Drawings. The storm drain piping shall be extended into the formed end walls and encased in concrete. Man Wav Installation A man way is required to provide inspection/maintenance access into the weir box. The man way access shall be constructed as shown on the Drawings and shall be covered with a suitable manhole frame and cover of the dimensions shown. Backfill On completion of the weir box including the inspection/maintenance access into the weir box and completion of the separation access riser shaft, the excavation shall be backfllled with an aggregate base material or controlled density cement backfill suitable to the Engineer. An Aggregate base material shall be compacted to 90% compaction when tested by ASTM Designation A1557, except as noted below. D-23 ""SSl^JJ**" TeCHNOLOGieS CDS Traffic Bearing Slab Installation When a traffic bearing slab is called for over the separation unit, traffic bearing slab shall be set (if a precast stnjcture), or cast in place on an aggregate base material at least 12 inches thick that is compacted to 95% relative compaction when tested by ASTM Designation A1557. Contractor shall construct the traffic slab with a IVz-inch thick styrofoam spacer between the slab and the separation access riser shaft, as shown on the Drawings. This spacing ensures that traffic loads are passed to the surrounding soil and kept from directly bearing on or creating lateral friction transfer to the access riser shaft. Asphalt Installation Any asphalt or concrete pavement, curb, gutter or other structures, including utilities, that were removed to accommodate construction shall be replaced or relocated in a condition equal to or better than that removed, ail to the satisfaction of the Engineer. D-24 CDS SSs^^' TecHNOLOGies The CDS Units located within Bressi Ranch Residential Planning Area 11 will be located outside the public right-of-way and will be privately constructed, maintained, and funded. The Operational and Maintenance Plan for the Bressi Ranch Residential Planning Area 11 CDS Units includes: • Inspection of its structural integrity and its screen for damage. • Animal and vector control. • Periodic sediment removal to optimize performance. • Scheduled trash, debris and sediment removal to prevent obstruction. • Removal of graffiti. • Preventive maintenance of BMP equipment and structures. • Erosion and structural maintenance to maintain the performance of the CDS Units. Inspection Frequency The facility will be inspected and inspection visits will be completely documented: • Once a month at a minimum. • After every large storm (after every storm monitored or those storms with more than 0.50 inch of precipitation.) • On a weekly basis during extended periods of wet weather. Aesthetic and Functional Maintenance Aesthetic maintenance is important for public acceptance of storm water facilities. Functional maintenance is important for performance and safety reasons. Both forms of maintenance are combined into an overall Storm Water Management System Maintenance Program. The following activities are included in the aesthetic maintenance program: • Graffiti Removal: Graffiti will be removed in a timely manner to upkeep the appearance of the CDS Units and discourage additional graffiti or other acts of vandalism. Functional maintenance has two components: preventive maintenance and corrective maintenance. Preventive maintenance activities to be instituted at the CDS Units are: • Trash and debris removal. Trash and debris accumulation, as part of the operation and maintenance program at the CDS Units, will be monitor once a month during dry and wet season and after every large storm event. Trash and debris will be removed from the CDS units annually (at end of wet season), or when material is at 85% of CDS' sump capacity, or when the floating debris is 12 inches deep, whichever occurs first. • Sediment removal. Sediment accumulation, as part of the operation. • Maintenance program at the CDS Units. The CDS Units will be monitored once a month during the dry season and after every large storm (0.50 inch). Sediment will be removed from the CDS Units annually (at end of wet season), or when material is at 55% of CDS' sump capacity, or when the floating debris is 12 inches deep, whichever occurs first. Characterization and disposal of sediment will comply with applicable local, county, state or federal requirements. • Mechanical and electronic components. Regularly scheduled maintenance will be performed on fences, gates, locks, and samplmg and monitoring equipment in accordance with the manufacturers' recommendations. Electronic and mechanical components will be operated during each maintenance inspection to assure continued performance. • EUmination of mosquito breeding habitats. The most effective mosquito control program is one that eliminates potential breeding habitats. Corrective maintenance is required on an emergency or non-routine basis to correct problems and to restore the intended operation and safe function of the CDS Units. Corrective maintenance activities include: • Removal of debris and sediment. Sediment, debris, and trash, which impede the hydraulic functioning of a CDS Unit will be removed and properly disposed. Temporary arrangements will be made for handling the sediments until a permanent arrangement is made. • Structural repairs. Once deemed necessary, repairs to structural components of a CDS and its inlet and outlet structures will be done within 30 working days. Qualified individuals (i.e., the manufacturer's representatives) will conduct repairs where structural damage has occurred. • Erosion repair. Where factors have created erosive conditions (i.e., pedestrian traffic, concentrated flow, etc.), corrective steps will be taken to prevent loss of soil and any subsequent danger to the performance of a CDS. There are a number of corrective actions than can be taken. These include erosion control blankets, riprap, or reduced flow through the area. Designers or contractors will be consulted to address erosion problems if the solution is not evident. • Fence repair. Repair of fences will be done within 30 days to maintain the security of the site. • Ehmination of animal burrows. Animal burrows will be filled and steps taken to remove the animals if burrowing problems continue to occur (filling and compacting). If the problem persists, vector control specialists will be consulted regarding removal steps. This consulting is necessary as the threat of rabies in some areas may necessitate the animals being destroyed rather than relocated. If the BMP performance is affected, abatement will begin. Otherwise, abatement will be performed annually in September. • General facility maintenance. In addition to the above elements of corrective maintenance, general corrective maintenance will address the overall facility and its associated components. If corrective maintenance is being done to one component, other components will be inspected to see if maintenance is needed. Maintenance Frequency The maintenance indicator document, included herein, Hsts the schedule of maintenance activities to be implemented at the CDS Units. Debris and Sediment Disposal Waste generated at the CDS Units is ultimately the responsibility of Bressi Ranch HOA. Disposal of sediment, debris, and trash will comply with appUcable local, county, state, and federal waste control programs. Hazardous Waste Suspected hazardous wastes will be analyzed to determine disposal options. Hazardous wastes generated onsite will be handled and disposed of according to applicable local, state, and federal regulations. A solid or liquid waste is considered a hazardous waste if it exceeds the criteria list in the CCR, Title 22, Article 11. Maintenance Questions & Answers How often should units be cleaned? Clean out frequency or schedules are site specific and depend upon particular land use activities and the amount of gross pollutants and sediment generated within a given catchment area. Experience in Australia, Florida and California have found that CDS® units typically need to be cleaned out approximately 2 to 4 times per year. Some CDS® installations have required cleaning every two weeks; because of pavement wash down activities of an open-air produce market (farmers' market). Understanding and defining the type and amount of pollution to be generated within a catchment area is an important aspect of the planning process when considering installing a CDS® unit. For more information please refer to the attached: "Operations and Maintenance Guidelines for the Continuous Deflective Separation Unit". A cleaning schedule should be developed for each CDS® unit installed. It should be noted that if a CDS® unit fills up during any storm event there are no detrimental impacts. The CDS® unit is installed with a full capacity bypass that allows the drain to continue to function when the CDS® is filled with captured material. Under this operating condition, the storm drain does undergo some head loss, but generally speaking not enough to create any problems upstream of the unit. The CDS® yjnit will retain all of the pollutants captured up to the point it is filled up with trash, debris, vegetation, ' and coarse and fine sediment, and can no longer function. The CDS® unit does not "wash out", nor do sediments become re-suspended. A Typical Cleaning & Inspection Schedule (4 times/year) September/October - Pre-Rainy Season Inspection November/April - Inspect and Clean out (After first several rainfall events with intensities equal to or greater than 0.5" per hour) May/June - Post-Rainy Season Inspect, Clean out. Power Wash And Inspect Screen For the most extensive experience in maintaining and cleaning an installed CDS® unit in the United States, we recommend that you contact Mr. Rick Howard, City Engineer, Oriando, Florida at (407) 246-3222. The City of Orlando has used their vactor trucks to clean out their CDS® unit several times since its installation in the spring of 1998 and can provide the best feedback on cleaning cycle, maintenance, and characterization of the removed pollutants, and methods of disposal. r-i.-i .-^What is the recommended maintenance procedure? As mentioned above maintenance procedures are outlined in the attached: "Operations and Maintenance Guideline for the Continuous Deflective Separation Unit". This 3-page document should address most all maintenance issues. However, if there are specific issues not covered in these procedures or the following information on use of oil sorbent material within a CDS® unit, please contact CDS Technologies®. How should used oil sorbent material be disposed? If sorbent has been added to the separation chamber of a CDS® unit to capture oil and grease, special handling of used sorbent material may be required. Requirements for the disposal of used sorbent material containing oil and grease vary from state to state. It is recommended that the local regulatory agency be consulted to obtain the proper guidance for disposal. Used sorbent material should be skimmed from the top of the separation chamber. If the sorbent material has adsorbed significant amounts of oil and grease it may have to be handled as a special or hazardous waste. The classification of the used sorbent is dependent on the amount of oil and grease produced in the catchment area, frequency at which the sorbent is replaced, and a state's specific hazardous waste criteria. ) The following table is a conservative estimate of maximum amount of oil sorbent material that could be required to remove the oil and grease from stonmwater: n_r> Table 1. Oil Sorbent Costs PARKING LOT APPUCATIONS (Oil Concentration) TYPICAL ANNUAL OIL LOADING SORBENT COSTS @ 80% REMOVAL Q1000 PARKING LOT APPUCATIONS (Oil Concentration) Gallons/year Ibs/yr $/acre/year Industriai 2 16 $80 Commercial 3.75 30 $150 What are the estimated maintenance costs? Cleanout costs will be user specific and will vary according to the amount and types of floatables and sediment captured by the CDS® Unit, safety requirements for the area of operation, equipment utilized, disposal costs and personnel costs. Experience in Sydney Australia has found the following approximate costs (US Dollars) for cleanout and disposal of material from CDS® Units when M::ontractors are used for the ser/ice: J Table 2. RETAIL CLEANOUT COSTS Treatment Coflection Vacuum CDS Model Fkw Capacity Basket Removal (cfs) ($) ($) FSW20 20 1.1 350 400 FSW30 28 3.0 500 400 PSW30 28 3.0 500 400 PSW50 42 9.0 500 400 PSW50 50 11 500 400 PSW70 70 26 750 525 PSW100 60, 80, 100 38,50, &62 900 1200 CSW150 134 148 1200-1400 - CSW200 164 270 1200-1400 - CSW240 150 300 1200-1400 - ) Tabulated Uniformity of Clean-Out Costs The listed uniformity of clean-out costs are based on a typical four (4) hour minimum retail clean-out charge at $100 to $125 per hour, resulting in a minimum cost of $400 regardless if one or 4 CDS® units were cleaned. Cleariy there are savings to be had if vactor tmck services are scheduled to clean out multiple CDS® units or other facilities. If an agency has their own vactor tmcks then clean-out costs could be best estimated on a 1 to 2 hour maximum clean-out duration multiplied by houriy labor costs. Equipment depreciation costs should also be added if such costs are not considered as "sunken." The following table provides and example format for calculating the cleanout cost of a CDS® unit owned and operated by a municipality, which has their own vactor tmck and landfill. Table 3. Typical Agency Maintenance Costs, Example Work Sheet PSW50_42,9 cfs capacity CDS® Unit Sump volume = 1.9 yd3 Labor Costs Per Event Wage Rate ($/hr) Agency Labor Multiplier Agency Labor Costs ($/hr) Duration of Cleanout (hr) Labor Cleanout Costs (S/Event) Vector truck Driver $24 •l.l 2 ii;i29.60 V\/eight of Captured Material Per Clean Out Event Sump Volume (yd') %of Material in Volume of Captured Material in Sump Estimated Saturated Density (lbs/ft") Weigtit of Captured Mateial (tons/event) Sump Volume (yd') Sump (yd') (ft") Estimated Saturated Density (lbs/ft") Weigtit of Captured Mateial (tons/event) Material Captured 1.9 85% 1.615 44 80 1.7 Material Disposal Costs Per Clean Out Event \ Weight of Captured Mateial (tons/event) Agency Landfill Disposal Costs ($/ton) Disposal Costs ($/ton) Captured Material 1.7 $24 $41.86 Annual Labor and Disposal Cost Labor Cleanout Costs ($/Event) Disposal Costs ($/ton) Cleanouts (Event/year) Annual Cleanout Costs (S/yr) Labor & Disposal 5129.60 $41.86 4 $68S As mentioned above, the City of Oriando, Florida has the most extensive experience in maintaining and cleaning an installed CDS® unit in the United States and we recommend you contact Mr. Rick Howard, City Engineer at (407) 246-3222 for further infonnation. CDS® has maintained two units at Lake Merced in San Francisco and has cleaned those units within 20 minutes each at a cost of $600 inclusive for both units and disposal ofthe entire contents ofthe units. What amounts of material are removed? jThis will depend entirely upon the nature of the watershed and its ability to deliver solid pollutants to the stomi drain. Our experience has taught us that every cleanout quantity is different. An ideal cleanout will yield the sump volume identified in theTable on the next page. However, finding that volume in the unit is rarely the case. 1 Table 4. Standard Unit Capacities & Physical Features Manufacture Material Model* Designation Treatment Capacity Uesign Head Loss i>ump Capacity (yd') Depth Below Pipe Invert hoot Pnnt Diameter (ft) Manufacture Material Model* Designation cfs MGD Uesign Head Loss i>ump Capacity (yd') Depth Below Pipe Invert hoot Pnnt Diameter (ft) Fiberglass FSW20_20 1.1 0.7 0.31 0.4 4.5 3.5 Fiberglass FSW30_28 3.0 1.9 0.46 1.4 5.3 5.0 Precast" Concrete PSW30_28 3.0 1.9 0.43 1.8 7.0 6.5 Precast" Concrete FSW50_42 9 5.8 0.78 1.9 9.6 9.5 Precast" Concrete PSW50_50 11 7.1 0.78 1.9 10.3 9.5 Precast" Concrete PSW70_70 26 16.8 1.10 3.9 14.0 12.5 Precast" Concrete PSW100_60 38 24.5 0.91 6.9 or 14.1 12.0 17.5 Precast" Concrete PSW100_80 50 32.3 1.34 6.9 or 14.1 14.0 17.5 Precast" Concrete PSW100_100 62 40.0 1.55 6.9 or 14.1 16.0 17.5 Cast in Place Concrete CSW150_134 148 95.5 2.11 14.1*" 19.6*" 25.5 Cast in Place Concrete CSW200_164 270 174 2.60 14.1"* 22.6"* 34.5 Cast in Place Concrete CSW240_150 300 194 2.60 14.1*" 21.2*" 41.0 CDS Fiberglass (F), Precast (pj, and Cast in Place (C), Stormwater (SW; 'CDS Technologies can customize units to meet specifc design flows and sump capacities. *Sump Capacities and Depth Below Pipe Invert can vary due to specific site design us COhTTACT UST FOR CLEANING AND MAINTENANCE FEEDBACK A contact list ftjr the CDS® units installed in the United States is attached for your review. For the most extensive experience in maintaining and deaning an instelled CDS® unit, we recommend that you contact Mr. Rick Howard, (407) 246-3222. City Engineer Oriando, Rorida The City of Oriando has used their vactor trucks to deanout their CDS® unit several tinnes since its instellation in the spring of 1998 and can provide the best feedback on maintenance, characterization ofthe removed pollutents, and mettiods of disposal. Additionally, Mr Gordon England. (407) 633-2014 Brevard (Dounty, wSI also have maintenance experience on par with Mr. Howard. Either of these individuals should be able to provide feedback on their experiences and opinbns regarding the operation and maintenance of instelled CDS® units. A brief contect list fbr CDS® units instelled in Australia is also endosed. We encourage you to phone Australia, as their munidpalities have years of experience at operating, mainteining, and deaning CDS® units. To date, some munidpalities have fevored tiie use of baskets within tfie sump portion of tfie CDS® unit for deanout because of jimited number of vactor tnjcks available tfiere; however tfie use of vactor trucks is becoming more common in 'Ausbalia. Currentfy over 70% of Austialia's units are vactor deaned. 1 INSTALLATIONS AND CONTACTS STORMWATER City & County of San Francisco, CA C;ontad - Daniel Rouri<e SF Pubfic Utilities Commission (415)695-7363 Two (2) CDS PSW30 28 Units: Installed Mar 1998 Lake Merced Treatinent Flow Capadty = 3 CFS, each Maintenance - CDS Technologies Metfiod-Vactor Three (3) CDS Units: Installed Jan 1999 ) Mid Embarcadero Improvement Projed #1. PCS50_50, Treatfnent Flow Capacity = 11 cfs #2. PCS50_50, Treatinent Row Capadty = 11 cfe #3. PCS30_28, Treatinent Flow Capacity = 3cfe Maintenance - CDS Tedinologies Method - Vactor City of Monterey, CA Contad. - Jennifer Hays Engineer (831)646<3920 Two (2) CDS FSW30 28 Units: Instelled Jan 1999 Rsherman's Wharf - Paridng Lot Treatinent Row Capadty = 3 CFS, each Maintenance - City of Monterey Method - Vactor City of Oriando, Rorida Contect - Rick Howard City Engineer (407)246-3222 CDS PSW50 42 Unit: Instelled - Feb 1998 Treatinent Row Capacity = 9 CFS Maintenance - City of Oriando Metfiod-Vactor Ventura County Rood Control District, CA Contact - Charies Burton, P.E. Projed Engineer (805)6504082 CDS PSW5Q 42 Unit Installed-Jul 1998 Treatment Row Capadty = 9 CFS Maintenance - Flood Control District Metfiod-Vactor Brevard County, Rorida Conted - (Bordon England Engineer II (407)633-2014 CDS PSW50 42 Unit Instelled July 97 Treatment Flow Capacity = 9 CFS Maintenance - Brevard County Method - Vactor Pv -1 O ^ OPERATIONS AND MAINTENANCE GUIDELINES ) Forthe CONTTINUOUS DEFLECTIVE SEPARATION UNFT INTRODUCTION The CDS® unit is an important and effective component of your storm water management program and proper operation and maintenance of the unit are essential to demonstrate your compliance with local, state and federal water pollution control requirements. The CDS® technology was initially developed in Australia as a gross poilutent tiap and is a proprietery produd manufadured under patents by CDS Technologies®, Inc. The unit is highly effective in tfie capture and retention of tfash and debrK in storm water runoff greater tfian 0.05 inch, capture of fine sand and larger partides and the storm water pollutents attached to tfiose partides and captijre of 80-90% of free oil and grease when soriDents are placed in ttie separation chamber. OPERATIONS The CDS® unit is a non-mechanical self-operating system and will function any time there is flow in xthe storm drainage system. The unit will continue to effectively capture pollutants in flows up to the .llesign capacity even during extreme rainfall events when the design capacity may be exceeded. Pollutants captured in the CDS® unit's separation chamber and sump will be retained even when the units design capacity is exceeded. CDS® CLEANOUT The frequency of cleaning the CDS® unit will depend upon the generation of trash and debris and sediments in your application. Cleanout and preventive maintenance schedules will be detennined based on operating experience unless precise pollutant loadings have been determined. The unit should be periodically inspected to assure it is prepared to handle the anticipated mnoff. Access to the CDS® unit is through two access covers - one that allows inspection of the diversion weir and the other to inspect the separation chamber and sump to detennine the amount of accumulated pollutants. CDS Technologies® Recommends The Following: NEW INSTALLATIONS - Check the condition of the unit after every mnoff event for the first 30 days. The visual inspection should ascertain that the unit is functioning properiy (weir stmcture is not blocked) and measuring the amount of sediment that has accumulated in the sump and floating trash and debris in the separation chamber. This can be done with a calibrated "dip stick" so that the depth of deposition can be tracked. Schedules for inspections ;i and cleanout should be based on storm events and pollutant accumulation. - ONGOING OPERATION - During the rainfall season, the unit should be inspected at least ) once every 30 days. The floatables should be removed and the sump cleaned when the sump is 85% full. If floatables accumulate more rapidly than the settleable solids, the floatables should be removed using a vactor tmck or dip net when the layer is two feet thick. Cleanout of the CDS® unit at the end of a rainfall season is recommended because of the nature of pollutants collected and the potential for odor generation from the decomposition of material collected and retained. This end of season cleanout will assist in preventing the discharge of pore water from the CDS® unit during summer months. USE OF SORBENTS - CDS® recommends the addition of sorbents to the separation chamber where control of free oil and grease is required by the municipality. CDS® recommends the use of Rubberizer® Particulate 8^ mesh or OARS™ Particulate for Filtration, HPT4100 or equal. Rubberizer® is supplied by Haz-Mat Response Technologies, Inc. 4626 Santa Fe StreeL San Diego, CA 92109 (800) 542-3036. OARS™ is supplied by AbTech Industries, 4110 N. Scottsdale Road, Suite 235, Scottsdale, AZ 85251 (800) 545- 8999. The amount of sorbent to be added to the CDS® separation chamber can be determined if sufficient information is known about the concentration of oil and grease in the mnoff. Frequently the actual concentrations of oil and grease are too variable and the amount to be added and frequency of cleaning will be determined by periodic obsen/ation of the sorbent. As an initial application, CDS® recommends that approximately 4 to 8 pounds of sorbent material be added to the separation chamber of the CDS® units per acre of parking lot or road surface per year. Typically this amount of sorbent results in a V-z inch depth of sorbent material on the surface of the separation. The oil and grease loading of the sorbent material should be observed after major storm events. The sorbent material should be replaced when it is fully discolored by skimming the sorbent from the surface. The sorbent may require disposal as a special or hazardous waste, but will depend on local and state regulatory requirements. CLEANOUT AND DISPOSAL A vactor tmck is recommended for cleanout of the CDS® unit and can be easily accomplished in less than 30-40 minutes for most installations. Standard vactoring operations should be employed in the cleanout of the CDS® unit Disposal of material from the CDS® unit should be accordance with the local municipalities requirements. Disposal of the decant material to a POTW is recommended. Field decanting to the stonn drainage system is not recommended. Solids can be disposed similar to normal practices for materials collected from street sweeping and catch basin cleaning. ^MAINTENANCE The CDS® unit should be pumped down at least once a year and screen carefully inspected for damage and to ensure that it is properiy fastened. Ideally, the screen should be power washed for the inspection. If the screen is damaged please contact CDS® Technologies, Inc to make arrangements to have the screen replaced, or to obtain a replacement screen: CDS Technologies®, Inc. 16360 South Monterey Road, Suite 250 Morgan Hill, CA 95037 Phone Toll Free (888) 535-7559 or FAX (408) 782-0721 The screen is fabricated from 316 stainless steel and fastened with stainless steel phillips head screws that are easily removed and/or replaced with a power screw driver. The damaged section of a screen should be replaced with the new screen placed in the same orientation as the screen that was removed. CONFINED SPACE The CDS® unit is a confined space and properiy trained people equipped with the required safety gear will be required to enter the unit to replace the screens. The screen inspection can in most cases be accomplished through observations from the ground surface. ^RECORDS OF OPERATION AND MAINTENANCE CDS® Technologies recommends that the owner maintain annual records of the operation and maintenance of the CDS® unit to document the effective maintenance of this important component of your storm water management program. The attached form is suggested and should be retained for a period of three years. OWNER _ ADDRESS CDS TECHNOLOGIES ANNUALRECORD OF OPERATION AND MAIhfFENANCE OWNER REPRESENTATIVE PHONE CDS INSTALLATION: MODEL DESIGNATION DATE srrE LOCATION DEPTH FROM COVER TO BOTTOM OF SUMP VOLUME OF SUMP CUYD VOLUME/INCH DEPTH CUYD INSPECTIONS: DATBINSPECTDR SCREEN NTEGfifTY aOATABLES DEFTH S6DIMENT SORBENT DtSCOUDRATION ) OBSERVATIONS OF FUNCTION: CLEANOLTT: DATE VOUJME aOATABLES VOUJNE SEDIMENTS METHOD OF DISPOSAL OF FLOATABLES, SEDIMENTS, DECANT AND SORBENTS OBSERVATIONS: SCREEN MAINTENANCE- DATE OF POWER WASHING, INSPECTION AND OBSERVATIONS: pERTinCATION: TTTLE: DATE: Urban Curb/Swale Design ^^^^^^^^^^^^^^^^^^^^^^^^^ Start at the Source Desii^77 Guidance Manual for Stormwaterf^uality .... / • cRrotection 1 999 Edition A S M A A Bay Area Stormwater Management Agencies Association i - K TOM RICHMAN & ASSOCIATES Urban Design and I^nScape:^Afch(iec^re-: Bay Area Sti^rmwater Management Ageriei^s Association Streets access street serves abutting properties <±500ADT least pavement width local streel serves neigbhorhood ±500 to 1,500 ADT moderate pavement width collector or arterial bounds neighborhood > 1,500 ADT greatest pavement width More than any other single element, street design has a power- ful impact on stormwater quality. Streets and othet transport- related structures t)'pically can comptise between 60 and 70% of the total imperx'ious area, and, unlike rooftops, streets are almost always ditectly connected to an underground stormwa- 40 tet system. The combination of latge, ditectly connected impervious areas, togethet with the pollutants genetated by automobiles, makes the street network a principal contnbutot to nonpoint source pollution. Locally, the Santa Clara Valley Urban Runoff Pro- gram estimated that automobiles were the source of half or more ofthe coppet, cadmium and zinc in its waterways."*' Street design is usually mandated by local municipal standatds. These standards have been developed since World War II to facilitate efficient automobile traffic and maximize parking. Most require large impervious land coverage, with a typical Bay Area local street standard mandatmg that 85% or more ofthe public right-of-way be covered with impervious pavement. In recent years new stteet standatds have been gaining accep- tance that meet the access requirements of local residential streets while reducing impervious land coverage. These standards gen- erally create a new class of stteet that is smaller than the current local street standard, called an "access" street. An access stteet is at the lowest end ofthe street hierarchy and is intended only to provide access to a limited numbet of residences. Two approaches in particular have been implemented with suc- cess in various American communities: "neo-traditional design" and "headwaters streets."^ Neo-traditional design seeks to emu- late the ttee-lined, compact streets found in pre-war, traditional residential neighborhoods. The headwaters stteets concept sug- gests that streets be scaled to traffic volume just as stream size increases with water volume. Both sttategies allot street space according to anticipated ttaffic levels rathet than mandating a predetermined number of vehicle lanes. Recognizing that street design is the greatest factor in a development's impact on stormwater quality, it is impottant that designers, municipalities and developers employ street standards that reduce impervious land coverage. start at ttie Soar<e sidewalk rith parkway planting curb!gutter optional II parking! watting space I one or both sides) shared central moving space metal, wood, or concrete header to protect roadway edge parking on shouldei S.2a Access street: urban neo-traditional standard gravel shoulder with swale and trees 6.2b Access street: rural standard two narrow moving Unes 74+ % impervious land coverage 36± % impervious land coverage Two types of access streets can be built using neo-traditional standards: urban or rural. 6.2a Urban neo-traditional standard. An urban standard will utilize curbs and gutters, though the gutter may be tied to a biofllter or swale rather chan an underground storm drain. Ac- cording to an informational report published by the Institute of Transportation Engineers (ITE), pavement widths for neo-tra- ditional urban streets are typically from 26 to 30' wide with a shared central moving lane, and parking permitted on one or both sides. Sidewalks are provided on at least one side of the street, though usually preferable on both sides.^^ 6.2b Rural Standard. A rural standard can be used where aesthetics and other factors permit, with curbs and gutters re- placed by gravel shoulders, further reducing construction costs and improving opportunities for stormwater infiltration. The gravel shoulders are graded to form a drainage way, with oppor- tunities for infiltration basins, ponding and landscaping. A nar- row rwo-lane paved roadway is provided, approximately 18 to 22 feet wide. Most of the time single vehicles use the center of che paved roadway. When rwo cars are present moving in oppo- site directions, drivers reduce speeds and move towards the right band shoulder. Protection of the roadway edge and organiza- tion of parking are two issues in rural street design. Roadway edge protection can be achieved by flush concrete bands, steel edge, or wood headers. Parking can be organized by bollards, trees, or allowed co be informal. On very low volume, low speed, access streets, sidewalks may noc be required, as pedestrians walk in the street or on the shoulder. The current typical municipal street standards that mandate 80 to 100% impervious land coverage in the public right-of-way are a principal contributor to the environmental degradation caused by development. A street standard that allows a hierar- chy of streets sized according to avetage daily traffic volumes }'ields a wide variety of benefits: improved safety from lower speeds and volumes, improved aeschetics from street trees and green parkways, reduced impervious land coverage, less heat is- land effect, and lower development costs. If the teduction in street width is accompanied by a drainage system that allows for infiltration of runoff, the impacc of screecs on stormwatet qual- ity can be greatly mitigated. Street width considerations. The experience of both che pre-war traditional streets and newer subdivisions of neo-craditional de- sign has shown that low volume streets with shared moving lanes can be safe, often safer than wider streets, because drivers are ^"1 Stormivaiei -Managtmcru .^ocncies .Associaiion Details E .2 Streets, continued swale inlet cross-slope tc curb infiltration swalelbiofilter 6.2c Urban curb/swale system more cautious. These neo-traditional streets are designed for traffic speeds between 15 to 25 mph, compated to a design speed of 30 mph for most current municipal standards.'''^ This reduced design speed increases safet)', particularly for pedestrians. Nev- ertheless, shared moving space may promote unsafe conditions Of high incidences of dtiver inconvenience if traffic volumes are much above 500-750 ADT. On access streets where bicycle traffic is especially high, such as designated bike routes or in university towns, wider streets may be advisable to provide adequate space. Emergency service providers often raise objections to reduced street widths. Typical Fire Department standards require greater moving space for emergency access than accommodated by neo- tradicional designs. A principal concern is that emergency ac- cess may be blocked if a vehicle becomes stalled in che single moving lane. Grid street systems ptovide multiple alternate emergency access routes to address this concern, though thete may be a marginal increase in response times. Documenting the number of instances where delay has occurred in existing pre-war neighborhoods with street widths below current Fire Department standards may be a suitable way to asses che risk of this situation arising in new neighborhoods with neo-traditional street design, and to balance it with the demonstrated increased risk from higher traffic speeds on wider streets. Inlet detail for urban curb/swale system Just as a drop inlet collects runoffinto an underground pipe system, a swale inlet collects runoffinto a sur- face infiltration system. This swale inlet includes boul- ders set in soil to dissipate flow velocities and mini- mize erosion. start at the Source culvert under intersections curb at corners bollards or bollards and chain (optionalfor vehicle control) vegetated swale or gravel shoulder 6.2d Rural swale system Emergency service access is one factor of many that form a gen- eral assessmenc of neighborhood safec)'. One way co balance emergency sen'ice access wich che benefits of access streets is to allow parking on one side onl)- to preserve a wider moving space. Hillside sites have special access concerns and fire risks. Because ofthe potential of shated moving lanes to be blocked by a single vehicle, wich no comparable alcernate route, reduced street widths may not be advisable on long cul-de-sac streets or nar- fow hillside sites. Street drainage. Cutrenc Bay Area municipal scandards gen- erally require concrece curb and guttet along both sides of a residential street, regardless of number of houses served. The curb and guttet serves several purposes: it collects stotmwatet and directs it to undetground conveyance drainage systems, ic procects the pavement edge, it prevents vehicle trespass onto the pedestrian space, ic provides an edge against which street sweepers can operate, and it helps co otganize on-street parking. Curb and gutter systems provide a directly connected conduit to natural water bodies and may act to collect and concencrace pollutants. There are two alternatives co typical curb and gutter systems that meet functional tequirements while lessening che screet's impact on stormwater qualit}'. 6.2c Urban curb/swale system. On streets whete a more urban character is desired, or where a rigid pavement edge is required, curb and gutter systems can be designed to empt)' into drainage swales. These swales can run parallel co the street, in che parkway ber\\'een che curb and che sidewalk, or can inter- sect the street at cross angles, and run between residences, de- pending on topogtaphy Runoff travels along che gutter, but instead of being emptied into a catch basin and underground pipe, multiple openings in che curb direct runoff inco surface swales or infiltration/detention basins. If planted with turfgrass and gently sloped, these swales function as biofilters (see Drain- age systems 5.5c). Because concentration of flow will be highest at the curb opening, erosion control muse be provided, which may include a settlement basin for ease of debris removal. 6.2d Rural swaie systems. On streets whete a more rural character is desired, concrete curb and gutter need not be re- quired. Since there is no hard edge to the screec, the pavemenc margins can be protected by a rigid header of steel, wood or a concrete band poured flush wich che street surface. Parking can be permitted on a gravel shoulder. If the street is crowned in the middle, this gravel shoulder also can serve as a linear swale, per- mitting infiltration of stormwater along its entire length. Be- cause runoff from che screec is noc concentraced, buc dispersed Bay Area Stormwater Management .Agencies Association Vegetated Swaie TC-30 Design Considerations Tributary Area Area Required Slope Water Availability Description "Vegetated sv\'ales are open, shallow channels with vegetation covering the side slopes and bottom that collect and slowly convey runoff flow to dovrastream discharge points. They are designed to treat runoff through filtering by the vegetation in the channel, filtering through a subsoil matrix, and/or infiltration into the underlying soils. Swales can be natural or manmade. They trap particulate pollutants (suspended solids and trace metals), promote infiltration, and reduce the flow velocity of stormwater runoff. Vegetated swales can serve as part of a stormwater drainage system and can replace curbs, gutters and storm sewer systems. California Experience Caltrans constructed and monitored six vegetated swales in southern California. These swales were generally effective in reducing the volume and mass of pollutants in runoff. Even in the areas where the annual rainfall was only about lO inches/yr, the vegetation did not require additional irrigation. One factor that strongly affected performance was the presence of large numbers of gophers at most of the sites. The gophers created earthen mounds, destroyed vegetation, and generally reduced the effectiveness of the controls for TSS reduction. Advantages • If properly designed, vegetated, and operated, swales can serve as an aesthetic, potentially inexpensive urban development or roadway drainage convej'ance measure v\ath significant collateral water quality benefits. Targeted Constituents • Sediment Nutrients • Trash • • Metals A • Bacteria • Oil and Grease A • Organics A Legend (Removal Effectiveness) • Low • High A Medium California Stormwater Quality - 'i Association January 2003 California Stormwater Bf^P Handbook New Development and Redevelopment www.cabmphandbooks.com 1 of 13 TC-30 Vegetated Swale • Roadside ditches should be regarded as significant potential swale/buffer strip sites and should be utilized for this purpose whenever possible. Limitations • Can be difficult to avoid channelization. • May not be appropriate for industrial sites or locations where spills may occur • Grassed swales cannot treat a very large drainage area. Large areas may be divided and treated using multiple swales. • A thick vegetative cover is needed for these practices to function properly. • They are impractical in areas with steep topography. • They are not effective and may even erode when flow velocities are high, if the grass cover is not properly maintained. • In some places, their use is restricted by law: many local municipalities require curb and gutter systems in residential areas. • Swales are mores susceptible to failure if not properly maintained than other treatment BMPs. Design and Sizing Guidelines • Flow rate based design determined by local requirements or sized so that 85% of the annual runoff volume is discharged at less than the design rainfall intensity. • Swale should be designed so that the water level does not exceed 2/3rds the height of the grass or 4 inches, which ever is less, at the design treatment rate. • Longitudinal slopes should not exceed 2.5% • Trapezoidal channels are normally recommended but other configurations, such as parabolic, can also provide substantial water quality improvement and may be easier to mow than designs wdth sharp breaks in slope. • Swales constructed in cut are preferred, or in fill areas that are far enough from an adjacent slope to minimize the potential for gopher damage. Do not use side slopes constructed of fill, which are prone to structural damage by gophers and other burrowing animals. • A diverse selection of low growing, plants that thrive under the specific site, climatic, and watering conditions should be specified. Vegetation whose growing season corresponds to the wet season are preferred. Drought tolerant vegetation should be considered especially for swales that are not part of a regularly irrigated landscaped area. • The wddth of the swale should be determined using Manning's Equation using a value of 0.25 for Manning's n. 2 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmpfiandbooks.com Vegetated Swale TC-30 Construction/Inspection Considerations • Include directions in the specifications for use of appropriate fertilizer and soil amendments based on soil properties determined through testing and compared to the needs of the vegetation requirements. • Install swales at the time of the year when there is a reasonable chance of successful establishment without irrigation; however, it is recognized that rainfall in a given year may not be sufficient and temporary irrigation may be used. • If sod tiles must be used, they should be placed so that there are no gaps between the tiles; stagger the ends ofthe tiles to prevent the formation of channels along the swale or strip. • Use a roller on the sod to ensure that no air pockets form between the sod and the soil. • Where seeds are used, erosion controls wall be necessary to protect seeds for at least 75 days after the first rainfall of the season. Performance The literature suggests that vegetated swales represent a practical and potentially effective technique for controlling urban runoff quality. While limited quantitative performance data exists for vegetated swales, it is knovra that check dams, slight slopes, permeable soils, dense grass cover, increased contact time, and small storm events all contribute to successful pollutant removal by the swale system. Factors decreasing the effectiveness of swales include compacted soils, short runoff contact time, large storm events, frozen ground, short grass heights, steep slopes, and high runoff velocities and discharge rates. Conventional vegetated swale designs have achieved mixed results in removing particulate pollutants. A study performed by the Nationv«de Urban Runoff Program (NURP) monitored three grass swales in the Washington, D.C., area and found no significant improvement in urban runoff quality for the pollutants analyzed. However, the weak performance of these swales was attributed to the high flow velocities in the swales, soil compaction, steep slopes, and short grass height. Another project in Durham, NC, monitored the performance of a carefully designed artificial swale that received runoff from a commercial parking lot. The project tracked 11 storms and concluded that particulate concentrations of heavy metals (Cu, Pb, Zn, and Cd) were reduced by approximately 50 percent. However, the swale proved largely ineffective for removing soluble nutrients. The effectiveness of vegetated swales can be enhanced by adding check dams at approximately 17 meter (50 foot) increments along their length (See Figure 1). These dams maximize the retention time within the swale, decrease flow velocities, and promote particulate setthng. Finally, the incorporation of vegetated filter strips parallel to the top of the channel banks can help to treat sheet flows entering the swale. Only 9 studies have been conducted on all grassed channels designed for water quality (Table 1). The data suggest relatively high removal rates for some pollutants, but negative removals for some bacteria, and fair performance for phosphorus. January 2003 California Stormwater BMP Handbook 3 of 13 New Development and Redevelopment www.cabmphandbooks.com TC-30 Vegetated Swale Table 1 Grassed swale pollutant removal efficiency data Removal Efficiencies (% Removal) Study TSS TP TN NO3 Metals Bacteria Type Caltrans 2002 77 8 67 66 83-90 -33 dry swales Goldberg 1993 67.8 4-5 -31-4 42-62 -100 grassed channel Seattle Metro and Washington Department of Ecolog)' 1992 60 45 --25 2-16 -25 grassed channel Seattle Metro and Washington Department of Ecology, 1992 83 29 --25 46-73 -25 grassed channel Wang et al., 1981 80 ---70-80 -dry swale Dorman et al., 1989 98 18 -45 37-81 -diy swale Harper, 1988 87 83 84 80 88-90 -dry swale Kercher et al., 1983 99 99 99 99 99 -dr\'swale Harper, 1988. 81 17 40 52 37-69 -wet swale Koon, 1995 67 39 -9 -35 to 6 -wet swale While it is difficult to distinguish between ditferent designs based on the small amount of available data, grassed channels generally have poorer removal rates than wet and dry swales, although some swales appear to export soluble phosphorus (Harper, 1988; Koon, 1995). It is not clear why swales export bacteria. One explanation is that bacteria thrive in the warm swale soils. Siting Criteria The suitability ofa swale at a site vrill depend on land use, size of the area serviced, soil type, slope, imperviousness ofthe contributing watershed, and dimensions and slope of the swale system (Schueler et al., 1992). In general, swales can be used to serve areas of less than 10 acres, vrith slopes no greater than 5 %. Use of natural topographic lows is encouraged and natural drainage courses should be regarded as significant local resources to be kept in use (Young et al, 1996). Selection Criteria (NCTCOG, 1993) • Comparable performance to wet basins • Limited to treating a few acres • Availability of water during dry periods to maintain vegetation • Sufficient available land area Research in the Austin area indicates that vegetated controls are effective at remo\ang pollutants even when dormant. Therefore, irrigation is not required to maintain growth during dry periods, but may be necessary only to prevent the vegetation from dying. 4 of 13 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks.com January 2003 Vegetated Swale TC-30 The topography ofthe site should permit the design of a channel with appropriate slope and cross-sectional area. Site topography may also dictate a need for additional structural controls. Recommendations for longitudinal slopes range between 2 and 6 percent. Flatter slopes can be used, if sufficient to provide adequate conveyance. Steep slopes increase flow velocity, decrease detention time, and may require energy dissipating and grade check. Steep slopes also can be managed using a series of check dams to terrace the swale and reduce the slope to within acceptable hmits. The use of check dams vrith swales also promotes infiltration. Additional Design Guidelines Most ofthe design guidelines adopted for swale design specify a minimum hydraulic residence time of 9 minutes. This criterion is based on the results of a single study conducted in Seattle, Washington (Seattle Metro and Washington Department of Ecology, 1992), and is not well supported. Analysis of the data collected in that study indicates that pollutant removal at a residence time of 5 minutes was not significantly different, although there is more variability in that data. Therefore, additional research in the design criteria for swales is needed. Substantial pollutant removal has also been obsen'ed for vegetated controls designed solely for conveyance (Barrett et al, 1998); consequently, some flexibility in the design is warranted. Many design guidelines recommend that grass be frequently mowed to maintain dense coverage near the ground surface. Recent research (Colwell et al., 2000) has shown mowing frequency or grass height has little or no effect on pollutant removal. Summary of Design Recommendations 1) The swale should have a length that provides a minimum hydraulic residence time of at least 10 minutes. The maximum bottom width should not exceed 10 feet unless a dividing berm is provided. The depth of flow should not exceed 2/3rds the height of the grass at the peak of the water quality design storm intensity. The channel slope should not exceed 2.5%. 2) A design grass height of 6 inches is recommended. 3) Regardless of the recommended detention time, the swale should be not less than 100 feet in length. 4) The width of the swale should be determined using Manning's Equation, at the peak ofthe design storm, using a Manning's n of 0.25. 5) The swale can be sized as both a treatment facility for the design storm and as a conveyance system to pass the peak hydraulic flows of the 100-year storm if it is located "on-line." The side slopes should be no steeper than 3:1 (H:V). 6) Roadside ditches should be regarded as significant potential swale/buffer strip sites and should be utilized for this purpose whenever possible. If flow is to be introduced through curb cuts, place pavement slightly above the elevation of the vegetated areas. Curb cuts should be at least 12 inches wide to prevent clogging. 7) Swales must be vegetated in order to provide adequate treatment of runoff. It is important to maximize water contact vrith vegetation and the soil surface. For general purposes, select fine, close-growing, water-resistant grasses. If possible, divert runoff (other than necessary irrigation) during the period of vegetation January 2003 California Stormwater BMP Handbook 5 of 13 New Development and Redevelopment www.cabmphandbooks.com TC-30 Vegetated Swale establishment. Where runoff diversion is not possible, cover graded and seeded areas vrith suitable erosion control materials. Maintenance The useful life of a vegetated swale system is directly proportional to its maintenance frequency. If properly designed and regularly maintained, vegetated swales can last indefinitely. The maintenance objectives for vegetated swale systems include keeping up the hydraulic and removal efficiency ofthe channel and maintaining a dense, healthy grass cover. Maintenance activities should include periodic mowing (with grass never cut shorter than the design flow depth), weed control, watering during drought conditions, reseeding of bare areas, and clearing of debris and blockages. Cuttings should be removed from the channel and disposed in a local composting facility. Accumulated sediment should also be removed manually to avoid concentrated flows in the swale. The application of fertilizers and pesticides should be minimal. Another aspect of a good maintenance plan is repairing damaged areas vrithin a channel. For example, ifthe channel develops ruts or holes, it should be repaired utilizing a suitable soil that is properly tamped and seeded. The grass cover should be thick; if it is not, reseed as necessary. Any standing water removed during the maintenance operation must be disposed to a sanitary sewer at an approved discharge location. Residuals (e.g., silt, grass cuttings) must be disposed in accordance vrith local or State requirements. Maintenance of grassed swales mostly involves maintenance ofthe grass or wetland plant cover. Typical maintenance activities are summarized below: • Inspect swales at least twice annually for erosion, damage to vegetation, and sediment and debris accumulation preferably at the end of the wet season to schedule summer maintenance and before major fall runoff to be sure the swale is ready for winter. However, additional inspection after periods of heavy runoff is desirable. The swale should be checked for debris and litter, and areas of sediment accumulation. • Grass height and movring frequency may not have a large impact on pollutant removal. Consequently, mowing may only be necessary once or tvrice a year for safety or aesthetics or to suppress weeds and woody vegetation. • Trash tends to accumulate in swale areas, particularly along highways. The need for litter removal is determined through periodic inspection, but litter should always be removed prior to movring. • Sediment accumulating near culverts and in channels should be removed when it builds up to 75 mm (3 in.) at any spot, or covers vegetation. • Regularly inspect swales for pools of standing water. Swales can become a nuisance due to mosquito breeding in standing water if obstructions develop (e.g. debris accumulation, invasive vegetation) and/or if proper drainage slopes are not implemented and maintained. 5 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC-30 Cost Constiniction Cost Little data is available to estimate the difference in cost between various swale designs. One study (SWRPC, 1991) estimated the construction cost of grassed channels at approximately $0.25 per ft=. This price does not include design costs or contingencies. Brovm and Schueler (1997) estimate these costs at approximately 32 percent of construction costs for most stormwater management practices. For swales, however, these costs would probably be significantly higher since the construction costs are so low compared with other practices. A more realistic estimate would be a total cost of approximately $0.50 per ft^, which compares favorably vrith other stormwater management practices. January 2003 California Stormwater BMP Handbook 7 of 13 New Development and Redevelopment www.cabmphandbooks.com TC-30 Vegetated Swale Table 2 Swale Cost Estimate (SEWRPC, 1991) Unit Cost Total Cosl Component Unit Extent Low Moderate High Low Moderate High Mobilization / DQmobilization-Llght Swale 1 $107 $274 $441 $107 $274 $441 Site Pnsparaticn Clearing" Gfubbintf General ExcBvalionf Level and Till' Acre Acre Yd' Yd^ 0.5 0,25 372 1,210 $2,200 $3,BOO $2.10 $0.20 $3,800 $5,200 $3.70 $0.35 $5400 $6,600 $5.30 $0.50 $1,100 $950 $7B1 $242 $1,900 $1,300 $1,376 $424 $2,700 $1,650 $1,972 $605 Sites Development Salvaged Topsoil Seed, and Mulch'.. Sod9 Yd' Yd' 1,210 1,210 ^3.40 $1.20 $1.00 $240 $1.60 $3.60 $464 $1,452 $1,210 $2,904 $1,936 $4,356 SubtotaJ -----$5,116 $9,3B8 $13,660 Contingencies Swale 1 25% 25% 25% $1,279 $2,347 $3,415 Total -----$8,395 $11,735 $17,075 Note: Mobilization/demobilization refers to the organizaticn and planning involved in establishing a vegetative swale. • Swa le has a bottom width of 1,0 foot, a to p widt h of 10 feet wit h 1:3 sId e slop es, and a 1,0 00-foot I en gth, " Area cleared = (top width + 10 feet) x swale length. 'Area grubbed = (top width x smle length). "Volume excavated = (0.67 x top width x swale depth) x swale length (parabolic cross-section). ° Area tilled = (top width + 8(sw3le depths x swale lenglh (parabolic cross-section), 3(top width) 'Area seeded = area cleared x 0,5, ' Area sodded = area cleared x 0.5, 8 of 13 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks.com January 2003 Vegetated Swale TC-30 Table 3 Estimated Maintenance Costs fSEWRPC. 1991^ Swale Size {Depth and Top Width) Component Unit Cost 1,5 Foot Depth, One- Foot Bottom Width, 10-Foot Top Width 3-Foot Depth, 3-Foot Bottom Width, 21-Foot Topwidth Comment Lawn Mowing $0.85/1,000 ftV mowing $0.14 /linearfoot $0.21 / linearfoot Lawn maintenance area=(top width + 10 feet) x length. Mow eight times per year General Lawn Care $9.00/1,000 ftV year $0.18 /linearfoot $0.28 / linearfoot Lawn maintenance area = [top width + 10 feet) x length Swale Deb ris and Litter Removal $0.10 / linear foot/year $0.10 /linearfoot $0.10/linear foot - Grass Reseeding with Mulcti and Fertilizer $0.30 / yd= $0.01 / linearfoot $0.01 / linearfoot Araa revegetated equals 1% of lawn maintenance area per year Prcigram Administration and Swale Inspection $0.15/linear fbot/year, plus $25/ inspection $0.15 /linearfoot $0.15 / linear foot Inspect four fimes per year Total $0.58/ linear foot $0.75 / linearfoot - January 2003 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks.com 9 of 13 TC-30 Vegetated Swale Maintenance Cost Caltrans (2002) estimated the expected annual maintenance cost for a swale vrith a tributary area of approximately 2 ha at approximately $2,700. Since almost all maintenance consists of movring, the cost is fundamentally a function of the movring frequency. Unit costs developed by SEWRPC are shovra in Table 3. In many cases vegetated channels would be used to convey runoff and would require periodic mowing as well, so there may be little additional cost for the water quality component. Since essentially all the actirities are related to vegetation management, no special training is required for maintenance personnel. References and Sources of Additional Information Barrett, Michael E., Walsh, Patrick M., Malina, Joseph F., Jr., Charbeneau, Randall J, 1998, "Performance of vegetative controls for treating highway runoff," A5C£Journa/ of Environmental Engineering, Vol. 124, No. 11, pp. 1121-1128. Brown, W., and T. Schueler. 1997. The Economics of Stormwater BMPs in the Mid-Atlantic Region. Prepared for the Chesapeake Research Consortium, Edgewater, MD, by the Center for Watershed Protection, EUicott City, MD. Center for Watershed Protection (CWP). 1996. Design of Stormwater Filtering Systems. Prepared for the Chesapeake Research Consortium, Solomons, MD, and USEPA Region V, Chicago, IL, bythe Center for Watershed Protection, EUicott City, MD. Colwell, Shanti R., Horner, Richard R., and Booth, Derek B., 2000. Characterization of Performance Predictors and Evaluation of Mowing Practices in Biofiltration Swales. Report to King County Land And Water Resources Division and others by Center for Urban Water Resources Management, Department of Civil and Environmental Engineering, University of Washington, Seattle, WA Dorman, M.E., J. Hartigan, R.F. Steg, and T. Quasebarth. 1989. Retention, Detention and Overland Flow for Pollutant Removal From Highway Stormwater Runoff. Vol. 1. FHWA/RD 89/202. Federal Highway Administration, Washington, DC. Goldberg. 1993. Dayton Avenue Swale Biofiltration Study. Seattle Engineering Department, Seatfle, WA. Harper, H. 1988. Effects of Stormwater Management Systems on Groundwater Quality. Prepared for Florida Department of Environmental Regulation, Tallahassee, FL, by Environmental Research and Design, Inc., Orlando, FL. Kercher, W.C, J.C. Landon, and R. Massarelli. 1983. Grassy swales prove cost-effective for water pollution control. Public Works, 16: 53-55. Koon, J. 1995. Evaluation of Water Quality Ponds and Swales in the Issaquah/East Lake Sammamish Basins. King County Surface Water Management, Seattle, WA, and Washington Department of Ecology, Olympia, WA. Metzger, M. E., D. F. Messer, C. L. Beitia, C. M. Myers, and V. L. Kramer. 2002. The Dark Side Of Stormwater Runoff Management: Disease Vectors Associated With Structural BMPs. Stormwater 3(2): 24-39.0akland, P.H. 1983. An evaluation of stormwater pollutant removal 10 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC-30 through grassed swale treatment. In Proceedings ofthe International Symposium of Urban Hydrology, Hydraulics and Sediment Control, Lexington, KY. pp. 173-182. Occoquan Watershed Monitoring Laboratory. 1983. Final Report: Metropolitan Washington Urban Runoff Project. Prepared for the Metropolitan Washington Council of Governments, Washington, DC, by the Occoquan Watershed Monitoring Laboratory, Manassas, VA. Pitt, R., and J. McLean. 1986. Toronto Area Watershed Management Strategy Study: Humber River Pilot Watershed Project. Ontario Ministry of Environment, Toronto, ON. Schueler, T. 1997. Comparative Pollutant Removal Capability of Urban BMPs: A reanalysis. Watershed Protection Techniques 2(2):379-383. Seattle Metro and Washington Department of Ecology. 1992. Biofiltration Swale Performance: Recommendations and Design Considerations. Publication No. 657. Water Pollution Control Department, Seattle, WA. Southeastern Wisconsin Regional Planning Commission (SWRPC). 1991. Cosfs of Urban Nonpoint Source Water Pollution Control Measures. Technical report no. 31. Southeastern Wisconsin Regional Planning Commission, Waukesha, WI. U.S. EPA, 1999, Stormwater Fact Sheet: Vegetated Swales, Report # 832-F-99-006 http://vmw.epa.gov/ovrai/mtb/vegswale.pdf. Office of Water, Washington DC. Wang, T., D. Spyridakis, B. Mar, and R. Horner. 1981. Transport, Deposition and Control of Heavy Metals in Highway Runoff. FHWA-WA-RD-39-10. University of Washington, Department of Ciril Engineering, Seattle, WA. Washington State Department of Transportation, 1995, Highway Runoff Manual, Washington State Department of Transportation, Olympia, Washington. Welborn, C, and J. Veenhuis. 1987. Effects of Runoff Controls on the Quantity and Quality of Urban Runoff in Two Locations in Austin, TX. USGS Water Resources Investigations Report No. 87-4004. U.S. Geological Survey, Reston, VA. Yousef, Y., M. Wanielista, H. Harper, D. Pearce, and R. Tolbert. 1985. Best Management Practices: Removal of Highway Contaminants By Roadside Swales. University of Central Florida and Florida Department of Transportation, Orlando, FL. Yu, S., S. Barnes, and V. Gerde. 1993. Testing of Best Management Practices for Controlling Highway Runoff. FHWA/VA-93-R16. Virginia Transportation Research Council, Charlottesrille, VA. Information Resources Maryland Department of the Environment (MDE). 2000. Maryland Stormwater Design Manual, vww.mde.state.md.us/environment/wma/stormwatermanual. Accessed May 22, 2001. Reeves, E. 1994. Performance and Condition of Biofilters in the Pacific Northwest. Watershed Protection Techniques i(3):ii7-ii9. January 2003 California Stormwater BMP Handbook 11 of 13 New Development and Redevelopment www.cabmphandbooks.com TC-30 Vegetated Swale Seattle Metro and Washington Department of Ecology. 1992. Biofiltration Swale Performance. Recommendations and Design Considerations. Publication No. 657. Seattle Metro and Washington Department of Ecology, Olympia, WA. USEPA 1993. Guidance Specifying Management Measures for Sources of Nonpoint Pollution in Coastal Waters. EPA-840-B-92-002. U.S. Environmental Protection Agency, Office of Water. Washington, DC. Watershed Management Institute (WMI). 1997. Operation, Maintenance, and Management of Stormwater Management Systems. Prepared for U.S. Environmental Protection Agency, Office of Water. Washington, DC, by the Watershed Management Institute, Ingleside, MD. 12 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC-30 Provide few scour nrotetrJton. <«) CrtiAs section of swale with check dam. >^r-\f yy Notation: L = Length of iwoleimpoundiiwm area psr chock dam (fi; (b) nimciisional vk-« i.f.snali: imiwundniinl una. DJ = Depth o( chsch clam (tt) S<. = 9ottoin sl|K> of swalc (ft.ft) VV = Top width of cli<icl( dam (ftl Wj3 = Bottom wicith of cfi&ck dani i'fl.i ZiA2 = Ratio of horizontal to vortical cliaiigo in swalo side slopes (ft'tt; January 2003 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks.com 13 of 13 The operational and maintenance needs of a Swale are: • Vegetation management to maintain adequate hydraulic functioning and lo limit habitat for disease-carrying animals. • Animal and vector control. • Periodic sediment removal to optimize perfonnance. • Trash, debris, grass trimmings, tree pruning, and leaf collection and removal to prevent obstruction of a Swale and monitoring equipment. • Removal of standing water, which may contribute to the development of aquatic plant communities or mosquito breeding areas. • Removal of graffiti. • Preventive maintenance on sampling, flow measurement, and associated BMP equipment and structures. • Erosion and structural maintenance to prevent the loss of soil and maintain the performance of the Swale. Inspection Frequency The facility will be inspected and inspection visits will be completely documented: • Once a month at a minimum. • After every large storm (after every storm monitored or those storms with more than 0.50 inch of precipitation.) • On a weekly basis during extended periods of wet weather. Aesthetic and Functional Maintenance Aesthetic maintenance is important for public acceptance of storm water facilities. Functional maintenance is important for performance and safety reasons. Both forms of maintenance will be combined into an overall Storm Water Management System Mainlenance. Aesthetic Maintenance The following activities will be included in the aesthetic maintenance program: • Graffiti Removal. Graffiti will be removed in a timely manner to improve the appearance of a Swale and to discourage additional graffiti or other acts of vandalism. • Grass Trimming. Trimming of grass will be done on the Swale, around fences, at the inlet and outlet structures, and sampling structures. • Weed Control. Weeds will be removed through mechanical means. Herbicide will not be used because these chemicals may impact the water quality monitoring. Functional Maintenance Functional maintenance has two components: Preventive maintenance Corrective maintenance Preventive Maintenance Preventive maintenance activities to be instituted at a Swale are: • Grass Mowing. Vegetation seed mix within the Swale is designed to be kept short to maintain adequate hydraulic functioning and to limit the development of faunal habitats. • Trash and Debris. Dunng each inspection and maintenance visit to the site, debris and trash removal will be conducted to reduce the potential for inlet and outlet structures and other components from becoming clogged and inoperable during storm events. • Sediment Removal. Sediment accumulation, as part of the operation and maintenance program at a Swale, will be monitored once a month during the dry season, after every large storm (0.50 inch), and monthly during the wet season. Specifically, if sediment reaches a level at or near plant height, or could interfere with flow or operation, the sediment will be removed. If accumulation of debris or sediment is detennined to be the cause of dechne in design perfonnance, prompt action (i.e., within ten working days) will be taken to restore the Swale to design perfonnance standards. Acfions will include using additional fill and vegetation and/or removing accumulated sediment to conect channeling or ponding. Charactenzauon and Appropriate disposal of sediment will comply with applicable local, county, state, or federal requirements. The swale will be regraded, if the flow gradient has changed, and then replanted with sod. • Removal of Standing Water. Standing water must be removed if it contributes to the development of aquafic plant communities or mosquito breeding areas. • Mechanical and Electronic Components. Regularly scheduled maintenance will be performed on fences, gates, locks, and sampling and monitoring equipment in accordance with the manufacturers'recommendafions. Electronic and mechanical components will be operated during each maintenance inspection to assure confinued performance. • Fertilization and Irrigafion. The vegetation seed mix has been designed so that fertilization and irrigation is not necessary. Fertilizers and irrigation will not be used to maintain the vegetafion. • Elimination of Mosquito Breeding Habitats. The most effecfive mosquito control program is one that eliminates potential breeding habitats. Correcfive Maintenance Correcfive-maintenance is required on an emergency or non-routine basis to correct problems and to restore the intended operation and safe function of a Swale. Conecfive maintenance activities include: • Removal of Debris and Sediment. Sediment, debris, and trash, which impede the hydraulic functioning of a Swale and prevent vegetative growth, will be removed and properiy disposed. Temporary anangements will be made for handling the sediments unfil a permanent arrangement is made. Vegetafion will be reestablished after sediment removal. • Structural Repairs. Once deemed necessary, repairs to structural components of a Swale and Its inlet and outlet structures will be done within 10 working days. Qualified individuals (i.e., the designers or contractors) will conduct repairs where structural damage has occurred. • Embankment and Slope Repairs. Once deemed necessary, damage to the embankments and slopes of Swales will be repaired within 10 working days). • Erosion Repair. Where a reseeding program has been ineffective, or where other factors have created erosive condifions (i.e., pedestrian traffic, concentrated flow, etc.), corrective steps will be taken to prevent loss of soil and any subsequent danger to the performance of a Swale. There are a number of corrective actions than can be taken. These include erosion control blankets, nprap, sodding, or reduced flow through the area. Designers or contractors will be consulted to address erosion problems if the solufion is not evident. • Fence Repair. Repair of fences will be done within 30 days to maintain the secunty of the site. • Eliminafion of Animal Bunows. Animal burrows will be filled and steps taken to remove the animals if bunowing problems confinue to occur (filling and compacting). If the problem persists, vector control specialists will be consulted regarding removal steps. This consulting is necessary as the threat of rabies in some areas may necessitate the animals being destroyed rather than relocated. If the BMP performance is affected, abatement will begin. Otherwise, abatement will be performed annually in September. • General Facility Maintenance. In addition to the above elements of cortective maintenance, general correcfive maintenance will address the overall facility and its associated components. If corrective maintenance is being done to one component, other components will be inspected to see if maintenance is needed. Debris and Sediment Disposal Waste generated at Swales is ultimately the responsibility of Silberberger Property-Del Mar Mesa Home Owners Association. Disposal of sediment, debris, and trash will comply with applicable local, county, state, and federal waste control programs. Table 3.1.2.1 shows a few possible disposal services for waste material. Hazardous Waste Suspected hazardous wastes will be analyzed to determine disposal options. Hazardous wastes generated onsite will be handled and disposed of according to applicable local, state, and federal regulafions. A solid or liquid waste is considered a hazardous waste if it exceeds the criteria listed in the CCR, Title 22, Article 11. Inlet Stenciling and Signage EPA - Public Involvement/Participation Construction Activity -Who's Covered? -Applicalion Requirements Industrial Activity -Who's Covered? -Application Requirements Municipal MS4s -Large & Medium -Small Phase I Phase 11 -Menu of BMPs -Urtjanized Area Maps Wet Weather Discharges Endangered Species -Search Species Storm Water Home Page 1 of 6 U.S, BmimnmmUl Prot9ctmfi Ag%ncy National Pollutant Discharge Elimination System (NPDES) ^ Recent Additions | Contacl Us \ Print Version Search NPDES: j EPA Home > ow Home > OWM Home > NPDES Home > Storm Water > Menu ol BMPs Public Involvement/Participation storm Drain Stenciling St&rn drahs i»»'bCllByeti"wih strodfe'to tt'tscourase dumping Description Storm drain slenciling involves labeling storm drain inlets with painted messages warning citizens not to dump pollutants into the drains. The stenciled messages are generally a simple phrase to remind passersby tbat the storm drains connect to local waterbodies and that dumping pollutes those waters. Some specify which walerbody the inlet drains to or name the particular river, lake, or bay. Commonly stenciled messages inciude: "No Dumping. Drains to Water Source," "Drains to River," and "You Dump it, You Drink it. No Waste Here." Pictures can aiso be used to convey the message, including a shrimp, common game lish, or a graphic depiction of the path from drain to waterbody. Communities with a large Spanish-speaking population might wish to develop stencils in both English and Spanish, or use a graphic alone. Top Applicability Municipalities can undertake stenciling projects throughout the entire community, especially in areas with sensitive waters or where trash, nutrients, or biological oxygen demand have been identitied as high priority pollutants. However, regardtess of the condition of the waterbody, the signs raise awareness about the conneclion between storm drains and receiving waters and they help deter littering, nutrient overenrichment, and other practices that contribute to nonpoint source pollution. Municipalities should identify a subset of drains to stencil because there might be hundreds of inlets; stenciling all of them wouki be prohibitively expensive and might actually diminish fhe effect of the message on the public. The drains should be carefully selected to send the message to the maximum number of citizens (for example, in areas of high pedestrian traffic) and to target drains leading to waterbodies where illegal dumping has been identified as a source of pollution. Implementation Municipalities can implement storm drain stenciling programs in two ways. In some cases, cities and towns use their own public works stafl to do the labeling. Some municipalities feel that having their own crews do the work Menu of BMPs Information Menu of BMPs Home Publk; Education & CXatreach on Storm Water Impacts Public Involvement & Participation Illicit Discharge Detectior> & Elimination Construction Site Storm Water Runoff Control Post-Construction Storm Water Manaaement in New Development & Redevelopment Pollutiori Prevention & Good Housekeepino for Municipal Operaiions Downloadat)le Files Measurable Goats The documenls on Ibis site are best viewed with Acrobal 5.0 http://cfpub.epa.gov/npdes/stormwater/menuofbmps/invoL6.cfm 2/21/2003 EPA - Public Involvcnienl/Participation Page 2 of 6 produces better results and eliminates liability and safety concerns. More commonly, stenciling projects are conducted by volunteer groups in cooperation with a municipality. In such an arrangement, volunteer groups provide the labor and the municipaiity provides suppltes, safety equipment, and a map and/or direcfions to the drains to be stenciled. The benefits of using volunteers are lower cost and increased public awareness of stonn water pollutants and their path to waterbodies. A munbipality can establish a program to comprehensively address stom drain stenciling and actively recruit volunteer groups to help, or the municipality can facilitate volunteer groups that take the initiative to undertake a stenciling project. Whether the munrcipality or a volunteer group initiates a stenciling project, the municipality shoukj designate a person in charge of the storm drain stenciling program. Many municipalities will designate a person from the pubic works or water quality department to coordinate stenciling projects by volunteer groups. Because these programs depend f>eavily on volunteer labor, organizers and coordinators should be skilled in recruiting, training, managing, and recognizing volunteers. Coordination activities include providing • Stenciling kits containing all materials and tools needed to carry out a stenciling project • A map of the storm drains to be stenciled • Training for volunteers on safety procedures and on the technique for using stencils or affixing signs • Safety equipment (traffk; cones, safety vests, masks and/or goggles for spray paint, and gloves if glue is used) • Incentives and rewards for volunteers (badges, T-shirts, certificates). The coordinator might also wish to provide pollutant-tracking forms to collect data on serious instances of dumping. Participants in storm drain stenciling projects can be asked to note storm drains that are clogged with debris or show obvious signs of dumping. This enables city crews to target cleanup efforts. Volunteers shouJd be instructed on what kinds of pollutants to took for and how to fill out data cards. Volunteers also should record the locations of all storm drains labeled during the project, so the city can keep track. Additionally, the participants should convene atter the event to talk about what they have found. Their reactkDns and impressions can help organizers improve future stenciling projects. If a municipality chooses to initiate a stonn drain stenciling program and solicit the help of volunteer organizations, they can advertise through a variety of channels. Outreach strategies include • Distributing pamphlets and brochures to area service organizations • Placing articles in local magazines • Taking out newspaper ads • Placing an environmental insert in the local newspaper • Making presentations at community meetings • Developing public service announcements for radio • Creating a web site with background and contact information as well as photos and stories from past stenciling events (the references section contains a list of storm drain slenciling web sites from communities across the country) • Using word-of-mouth communications about the program. Newspapers can be notified to get advance coverage of a planned stenciling event. Newspapers might choose to cover the event ilself as an environmental feature story to further public awareness. A news release issued for the day of the event can draw TV and/or newspaper coverage. Public service announcements made before the event also will help to reinforce the message. Additionally, some municipalities can have volunteers http://cfpub.epa.gov/npdes/stormwater/menuofbmps/mvoL6.cfm 2/21/2003 [ EPA - Public Involvement/Participation distribute door hangers in the targeted neighborhoods to notify residents that storm drain stenciling is taking place. The hangers explain the purpose ot the project and offer tips on how citizens can reduce urban runoff in general. Page 3 of 6 For any volunteer project to be successful, volunteers must feel they have done something worthwhile. Communities active in storm drain stenciling have developed a variety of ways to recognize volunteers, including [ • Providing each participant with a certificate of appreciation and/or letter of thanks sianed by the mayor • Distributinglogo items such as T-shirts, hats, badges, plastic waler bottles, or other items lo participants before or after the evenl • Holding a picnc or smail party after the event with refreshments donated by a local business • Providing coupons for free pizza, hamburgers, ice cream, or movies donated by local merchants • Taking pictures of stenciling teams before, during, and after the evenl to create a pictorial record of volunteers' activity. ; Since stenciling projects take place on city streets, volunteer safety is of utmost importance. The city might wish to designate lower-traffic residential areas as targets for volunteer stenciling and provide safety equipment and training. Most programs require that stenciling be done in teams, with at teast one person designated to watch for traffic. Adult supervision is needed when volunteers are school children or members of youth groups. Most cities also require participating volunteers (or their parents) to sign a waiver of iiabtiity. An attomey for the municipaiity should be consulted to delermine what liability exists and how to handle this issue. 1 Materials 1 Most communities use stencils and paint to label their storm drains. Some communities stencil directly onto the cutb, street, or sidewalk, while olhers first paint a white background and then stencil over it. The most commonly used slencils are made of Mylar, a flexible plastfc material that can be cleaned and reused many times. However, stencils can also be made from cardboard, aluminum, or other material. The reference section lists web sites where stencils can be purchased. Stomi drain messages can be placed flat against the sidewalk surtace just above the storm drain inlet, while others are placed on the curb facing the slreet or on the street itself, either just upstream of the stomn drain or on the slreet in front of the drain. However, messages placed on the street might wear oul sooner. • Paint or ink can be sprayed on or applied by brush and roller. Spray paint is quickest and probably the easiest to apply neatly. Regions that do not meel federal air-quality standards should avoid using spray paints, since many contain air-polluting propellants. It is recommended to use "envifonmentally friendly" paint that contains no heavy metals and is low in volatile organic compounds. I Alternatives to painted messages inciude permanent signs made of aluminum, ceramic, plastic, or otber durable materials. These signs last longer than stenciled messages and need onty glue to affix them lo stomi drain inlets. They might also be neater and easier to read from a distance. Tiles or plaques can be dislodged by pedestrian traffic if lhey are disturt>ed before the glue dries. • Benefits ! http://cfpub.epa.gov/npdes/stormwater/menuofbmps/invoL6.cfm 2/21/2003 EPA - Puhlfc Involvement/Participation Page 4 of 6 Stonn drain stenciling projecis offer an excellent opportunity to educate the public about the link between the storm drain sysiem and drinking water quality. In addition to fhe labeled storm drains, media coverage of the program or stenciling event can increase public awareness of storni water issues. Volunteer groups can provide additional benefits by picking up trash near the stenciled storm drains and by noting where mamtenance is needed. Additionally, slenciling projecis can provide a lead-in to volunteer moniloring projects and increase community participation in a variety of other storm water-reiated activities. Limitations A storm drain slenciling program is generally effective, inexpensive, and easy to implement. However, larger communities can have many storm drain inlets, so volunteer coordinators need to be skilled at recruiting and organizing the efforts of volunteers to provide adequate coverage over large areas. Safety considerations might also limit stenciling programs in areas where traffic congestion is high. Other environmental consideraiions such as the use of propellants in spray paint in areas that do not meet air quality standards should be taken into account. Finally, stencils will require repainting after years of weather and traffic, and tiles and permanent signs might need replacement if they are improperiy installed or subject to vandalism. Effectiveness By raising public awareness of urban runoff, slorm drain slenciling programs should discourage practices that generate nonpoint source pollutants. As with any publk; education project, however, rt is diffteult to precisely measure the effect that storm drain stenciling programs have on human behavior. Nor is it easy lo measure reductions in certain componenls of urban runoff, whteh by definilion is diffuse in origin. Some municipalities attempt to assess the effectiveness of storm drain stenciling programs by periodically examining water samples from targeted storm drain outfalls (places where slorm drains empty into a waterbody). If the stomi drains leading fo a particular outfall have been labeled, and if the levels of pollutants from that outfall decline after the stencils were put in place, one can assume the labeling has had some deterrent effect. This monitoring can be conducted by the same volunteer groups that stenciled the drains and can be incorporated into existing volunteer moniloring programs or can initiate the development of a new program. Cities also infer stenciling program success from increases in ihe volume of used motor oil delivered to used-oil recycling centers. Olhers measure success in terms of how many drains are stenciled and the number of requests received by volunteer groups to participate in the program. They can also take into consideration the number of cleanups conducted by the cily as a result of reports made by volunteers. Costs Mylar stencils cost about 45 cents per linear inch and can be used for 25 lo 500 stencilings, depending on whether paint is sprayed or applied with a brush or roller. Permanent signs are generally more costly: ceramic tiles cost $5 fo $6 each and metal stencils can cost $100 or more. References How To Develop a Sform Drain Stenciling Program and Conduct Projects: Center for Marine Conservation. 1998. Million Points of Blight. http://cfpub.epa.gov/npdes/stormwater/menuofbmps/invoL6.cfm 2/21/2003 1 EPA - Public involvement/Participation Page 5 of 6 [.hM;//www,cmc:Ocean,o |tMTd..ri..m.-rTl]. Last updated 1998. Accessed February 13, 2001. Cenier for Marine Conservation. No date. How to Conduct a Storm Drain Stenciling Project. (http://wvyw.cmc-ocean.orQ/mdio/drain.php3 |iMTdi.H^m.-TH] Accessed February 13, 2001. East Dakota Water Development Dislrict. No date. Storn? Drain Stenciling. [http://www.bippto )i:.xiTJh,.:ui»>rg] Accessed February 13,2001. Hunter, R. 1995. Stomn Drain Stenciling: The Street-River Connection. [http://wvw.epa.aov/volunteer/fall95/urbwal10.hlm1. Last updated December 8, 1998. Accessed February 13, 2001. The Rivers Projecl, Southern Illinois University at Edwardsville. 1998. Gsfetvay Area Storm Sewer Stenciling Project. [http://www.siue.edu/OSME/river/stencil.html ^IliiiE^EBj. Lasl updated November 9, 1998. Accessed February 14, 2001. Texas Natural Resource Conservation Commission. No date. Storm Drain Stenciling: Preventing Water Pollution. htta;//wMv tnrcc-State.b(.us/exec/oppr/cc2000/storm drain.html ~xtTdr.ri»H..-f>l] Accessed February 13, 2001. Purchase Stencils: Clean Ocean Aclion. 2000. Storm Drain Stenciling. [http.//www.cieanoceanaclion.ora/Stencilinq/StormDrains.html |tA"ndi.rUim77>^] Last updated June 23,2000. Accessed February 13, 2001. Earthwater Stencils, Ltd. 1997. Earthwater Stencils, Ltd. [htlp://www.earthwater-stencils.com ESjiiE^^l3]. Last updated 1997. Accessed February 14, 2001. Communities With Storm Drain Stenciling Web Sites: City of Berkley, California, Department of Publte Works. No dale. Storm Drain Stenciling. {http://www.ci.berkelev.ca.us/PW/Storm/stencil.html Ir-xn di.ri»smr;>j] AccBSsed Fobmary 13, 2001. City of Honolulu, Hawaii. No date. Volunteer Activities. [http://vyww.cleanwatertionolulu.com/drain.html ^'TJfaci.ii»er>j] Accessed February 14, 2001. City of Portland, Oregon, Environmental Services. No date. Stomi Drain Stenciling. fhltp://www.enviro.ci.portland.or.us/sds.htm |xE*Efii*Ei3]. Accessed February 14, 2001. Clemson Extension Office. No date. Storm Drain Stenciling South Carolina "Paint The Drain" Campaign. [http://virtual.ctemson.edu/qroups/waterqualitv/STENCIL.HTM |i.xiT.ii»ci.«iii^ir^] Afy:eKsed Februarv 14. 2001. Friends of fhe Mississippi River. 2000. Storm Drain Stenciling Program. [htlp://wwwjm.r.p/a/s1.encl.htrrij E^IliElIErlE]. Last updated 2000. Accessed February 14,' 2001. http://cfpub.epa.gov/npdes/stonnwater/menuofbmps/invoL6.cfm 2/21/2003 EPA - Public Involvement/Participation Page 6 of 6 Office ot Water I Oftice of Wastewater Manaaemenl | Disclaimer | Search EPA EPA Home | Privacy and Securitv Notice | Coniacl Us Last updated on August 15, 2002 1:44 PM URL: http://ctpub.epa.gov/npdes/stormwater/menuofbmps/tnvol_6.cfm http://cfpub.epa.gov/npdes/stonnwater/menuofbmps/invoL6.cfm 2/21/2003 Si# litter, in ws^fe. r 1^,^ irTj \ UesseclMiiK ' \ m "^^U *«»'«nr<#ii til giiin» TM 1^^^ lia iiilif€i#u II lu €<Mitaiiiiiia€ii>ii iM ilreiiiije pliivinl eres t«. Eagle 9455 Ridgehaven Ct., Suite 106 earthwater Stencils, LTD San Diego, CA 92123 Rochester, WA 98579 1-858-541-1888 1-360-956-3774 1-8BB-624-1888 FAX 360-956-7133 Integrated Pest Management Principles January 2003 Tille Publ Djie Annual Bluegrass • 9/99 Anthracnose - - rev 8/99 Anls - rev 11/00 Aphids -r«^ 5/00 Apple Scab ri?v.6/0J Bark Beetles rev. b/00 Bed Bugs - lev 9/(0 Bee and Wasp Stings 2/98 Bermudagrass rev 9/02 Bordeaux Mi xture 11 / 00 Brown Recluse and Other Reftuse Spiders 1/00 Califomia Ground Squirrel rev. 1 /02 Carilomia Oakworm .r^. 6/00 Carpenter Ants - rev 11/00 Carpenter Bees rev. )/00 Cai-penterworm - 1/03 Carpet Beetles - J^^- 4/01 Oearwing Moths 6/00 QiHSwaJlovvs 11/00 Qolhcs Moths -rev. 12/00 •overs - - 11/01 CodoTOches 11/99 Codling Moth . rev 11/99 Common Knotweed _ 12/00 Cominon Purslane 8/99 Conenose Bugs _ - rev. 11/02 Cottony Cushion Scale - J^. 3/00 Crabgrass ._ _ - rev. 9/02 Creeping Woodsorrel and Bermuda Buttercup _ rc-.-. 1/02 Daflisgrass - - H/Ol EJandeiions - - - -...1/00 Delusory Parasitosis _ rev. 11/97 Dodder 1/02 Drywood Termites.- rev. 9/02 Earwigs - - 9/02 Hm Leaf Beetle - rev. 11/01 Eucalyptus Lxmghomed Borers rev. 1 /00 Eucalyptus Redgum Lerp Psyilid rev. 1/03 Eucalyplus Torlcsse Beetle - 1/03 Field Bindweed— __ 9/99 fire Blight rev 11/99 Fleas rev 11/00 Hies - - 2/99 Fruittree Leahxiller on Omamental and Fruit Trees Fungus Gnats, Shore Fhes, Molh Flies, and March Flies rev. 8/01 Gianl VVHteny —.- 1/02 Glassy-Nvinged St^arpshooter 11 /Ol Grasshoppers - 9/02 GTTCTI Kyllinga - 2/99 Head Uee - rev 8/01 Hobo Spider 4/01 Hoplia Beetle - - - 9/02 Horsehair Worms - 3/00 Publ - 74M 7420 7411 7404 7413 7421 7454 7449 7453 7481 7468 7438 7422 7416 7417 741C6 7436 7477 7482 7435 7490 7467 7412 7484 7461 7455 7410 7456 7444 7491 7469 7443 74% 7440 74102 7403 7425 7460 74104 7462 7414 7419 7457 7448 7400 7492 74103 7459 7446 7488 7499 7471 3 3 4 4 3 4 2 3 4 3 4 5 4 2 2 4 4 6 4 3 3 6 4 2 3 3 3 4 4 3 3 4 6 2 6 4 4 4 4 4 4 4 3/00 7473 3 Title Publ. Dale Publ _PE1 Hcnjse Mouse ' "/'* Kikuyugrass 2/99 Lace Bugs r'"^' ^2/00 Lawn Diseases: Prevention and Management- 1/02 Uwn Insects rev 5/01 Leal Curi - rev. 12/00 Lyme Disease in Califomia 12/00 Maiipedes and Centipedes 3/00 Mistletoe - re^ 8/01 Mosquitoes -- 2/98 Mushrooms and Other Nuisance Fungi in Lawns - 9/<Xl Nematodes 8/01 Nutsedge 8/99 Oak Fit Scales 3/00 OlearviCT Leal Scorch _ 7/00 Panlry Pests - rev. 9/02 Plantains - - 6/00 Pocke< Copers.-- rev 1/02 Poison Oak r^'' 5/01 Powdery Mildew on Fruits and Berries 11/01 Powdery Mildew on Ornamentals 11/01 Powdery Mildew on Vegetable rev. 11/01 PsyUids -- J-e^ 5/01 Rabbits - -rev 1/02 Rats- - - 1/03 Redhumped Caterpillar - 3/00 Red Imported Rre Ant- - 4/01 Roses in the Garden and Landscape: Culhirai Practices and Weed Control 9/99 Roses in the Garden and Landscape: Diseases and Airiotic Disorders. 9/99 Roses in the Garden and Landscape: Insect and Mite Pesls and Benefidals 9/99 Russiaji Thistle....- _ - 12/00 Scales — - xev.4/01 Sequoia Filch Moth - - 6/00 Silverfish and Firebrats - 3/00 Snails and Slugs.- rev. 8/99 Spider Mites rev. 12/00 Spiders - - - - nev. 5/00 Spotted Spurge rev. 1/02 Sudden Oak Death in Califomia 4/02 Sycamore Scale - rev. 12/00 Termites - rev. 5/01 Thrips .- - rev. 5/01 Voles (Meadow Ntice) -J^ev 1/02 Walnut Hiis* Fly - rev 12/00 Weed Management in Landscapes rev. 8/01 WhitefHes - rev. 9/02 Wild Blackberries -rev. 4/02 Windscorpion 11/01 Wood-bo ring Beetles in Homes rev. 11 /OO Wood Wasps and Fkxntaiis rev. 12/00 Yellowjackets and Other Social Wasps rev. 8/01 Vellow Starthiislle - - - J-ev. 2/99 7483 4 745S 3 7428 2 7497 8 7476 6 7426 2 7485 3 7472 3 7437 3 7451 3 74100 4 7489 5 7432 4 7470 2 7480 3 7452 4 7478 3 7433 4 7431 4 7494 5 7493 4 7406 3 7423 6 7447 5 74106 8 7474 2 7487 3 7465 4 7463 3 7466 4 7486 3 7408 5 7479 4 7475 4 7427 3 7405 3 7442 4 7445 4 7493 5 74«9 2 7415 6 7429 6 7439 4 7430 2 7441 6 7401 4 7434 4 7495 1 7418 3 7407 2 7450 4 7402 4 UC4'lf»M PDFs and illustrated versions of Ibcse Pes! Notes are available at ht1p://www.ipm.ucdavis-eda/PMG/sel«Uiewpesl.home-htOTl For other ANR publicalions, go to http://anifalaIog.iJcdavis.edn imivERsnr OF CALIFORNIA • AGRICULTURE AND NATURAL RESOURCES Storm Water Education Only Rain in thc Storm Drain! storm Water Protection... It's OUR Business! Did You Know. The primary purpose of storm drains is to carry rain water away from developed areas to prevent flooding. Storm drains are not connected to sanitary sewer systems and treatment plants. Untreated storm water and the pollutants it carries flow directly to creeks, lagoons and the ocean. Storm water pollution comes from a variety of sources including: • Oil, fuel and fluids from vehicles and heavy equipment • Lawn clippings, pesticide and fertilizer runoff from landscaping • Sediment and concrete from construction and landscaping activities • Bacteria from human and animal waste • Litter The City of Carlsbad is committed to improving water quality and reducing the amount of pollutants that enter our precious waterways. Why do we need a clean environment? Having a clean environment is of primary importance for our health and economy. Clean waterways provide commercial opportunities, recreation, fish habitat and add beauty to our landscape. All of us benefit from clean water - and all of us have a role in making and keeping our creeks, lagoons and ocean clean. EVERYONE is responsible for protecting storm w/ater! Storm Water pollution prevention is a shared duty between the City of Carlsbad and the Community. Storm drains on pubiic property are monitored and cleaned by the City. Everyone has a part to play in keeping our storm drains free of pollutants. Methods used to prevent storm water pollution are called Best Management Practices (BMPs). Help keep our creeks, lagoons and ocean cleani Below are some BMPs you can use at home. Sweep or Rake • Sweep up debris and put it in a trash can. Do not use a hose to wash off sidewalks, parking areas and garages. Rake up yard waste and start a compost pile. Reduce Use of Landscape Chemicals • Minimize the use of lawn and garden care products such as pesticides, insecticides, weed killers, fertilizers, herbicides and other chemicals. Avoid over-irrigation which washes chemicals into the gutter and storm drains. Use Soap Sparingly • When washing your car at home, use soap sparingly, divert washwater to landscaped areas and pour your bucket of soapy water down the sink. Never wash your car in the street Clean up After Your Pets • Take a bag when you walk your pets and be sure to always clean up after them. Flush pet waste down the toilet or dispose of it in a sealed plastic bag and throw it in the trash. Buy Non-Toxic Products • When possible, use non-toxic products for household cleaning. If you must use a toxic cleaning product, buy small quantities, use it sparingly and properly dispose of unused portions. Forthe Household Hazardous Waste collection facility nearest you, call 1 -800-CLEANUP. What is the Storm Water Program? The City is regulated by a municipal storm water permit that was issued by the State Water Resources Control Board. The City's Storm Water Program helps to ensure compliance with the permit by: • Inspecting Carlsbad businesses and requiring BMPs to prevent pollution • Investigating and eliminating illegal discharges to the storm water system • Overseeing and conducting water quality monitoring programs • Educating the public about ways to prevent storm water pollution Are all discharges to the storm drain illegal? In the strictest definition, only rain water can legally enter the storm drain. However,the permit currently allows some types of discharges into storm drains when BMPs are used to reduce pollutants.Some examples include: • Landscape irrigation and lawn watering runoff • Dechlorinated pool water • Residential car washing • Potable water sources • Foundation drains • Water line flushing How do I report a storm water violation? The Storm Water Program operates a hotline and an e-mail address to receive referrals about storm water pollution and illegal discharges and to answer questions about storm water pollution prevention. Ifyou see someone dumping or washing waste or pollutants to the street or storm drain, please call the hotline at 602- 2799 or send an email to stormwater@ci.carlsbad.ca.us. This information is entered into the City's Request for Aaion system and is routed to the appropriate person for response. Where can I get more information? • Visit the City's website at www.ci.carlsbad.ca.us/ cserv/storm.html to view brochures, documents or link to other water quality websites. • Call the hotline at 602-2799 to have information sent to you. • To view a copy of the Permit, please go to http://www.swrcb.ca.gov/programs/ sd_stormwater.html. What is the City doing to keep our waterways clean? Significant efforts are being made by City departments to help keep our waterways clean. A few program activities are listed below: • Educating the public and City employees about storm water pollution prevention through our website, brochures, publications, workshops and public events • Inspecting construction sites to ensure that developers are implementing Best Management Practices • Implementing Best Management Practices at City facilities • Conducting industrial and commercial inspections to ensure businesses are aware of and complying with the storm water program requirements • Addressing storm water requirements for new development and significant redevelopment • Conducting water quality monitoring in the storm drain system and in our creeks, lagoons and ocean • Investigating reports of illegal discharges • Implementing a Watershed Urban Runoff Management Plan (WURMP) with the County and other North County cities to protect all of our waterways Be Part of the Pollution Solution! Storm Water Hotline: 760-602-2799 A Clean Environment Is Important to All of Us! Did you know that storm drains are NOT connected to sanitary sewer systems and treatment plants? The primary purpose of Storm drains is to carry rainwater away from developed areas to prevent flooding. Untreated storm water and the pollutants it carries, flow directly into creeks, lagoons and the ocean. In recent years, sources of water pollution like industrial waters from factories have been greatly reduced. However now, the majority of water pollution occurs from things like cars leaking oil, fertilizers from farms and gardens, failing septic tanks, pet waste and residential car washing into the storm drains and into the ocean and waterways. All these sources add up to a pollution problem! But each of us can do small things to help clean up our water and that adds up to a pollution solution! City of Carlsbad 1635 Faraday Avenue Carlsbad CA 92008 Storm Water HOTline: 760-602-2799 4 li r c v<: I, p Vsi Is on Funded by a grant from the California Integrated Waste Management Board Printed on recycled paper pB&BEsT MANASEMENT i '• PRACTICES FOR AUTOMOTIVE : SERVICE AND REPAIR SHOPS ISS If"".* i t s. ' jStprVn Water Protection Program-' ' , City of Carlsbad '^Storm Water HOTIine: ^ 760-602-2799 Only Rain in thc Storm Drain! Best Management Practices Automotive service and repair shops contribute to storm water pollution through improper cleaning practices that allow oil, grease, cleaners, trash and other pollutants to flow into the street, gutter or storm drain. Pollutants deposited on surfaces, such as parking lot s and driveways, are washed away by rainwater and enter the storm drain system. These discharges pollute our creeks, lagoons and ocean and are prohibited by law. Below are recommended Best Management Practices for Automotive Service and Repair Shops. Operate a Clean. Dry Shop • Sweep, mop or vacuum the shop floor frequently. • Designate specific areas indoors for parts cleaning. • Clean up any spill immediately. • Keep rags, damp mops, absorbents and other cleaning supplies readily accessible in all work areas. • Use self-contained sinks and tanks when cleaning with solvents. • NEVER sweep or flush wastes into a sanitary sewer or storm drain. Protect Storm Drains Located on Your Property • Label all storm drain inlets on your property. • Inspect drain frequently for debris. Remove debris and dispose of it in the trash or other appropriate manner. • Mop, sweep or vacuum working areas and parking lots frequently, • NEVER use a hose to wash down an area and avoid using blowers which only displace residue. Prevent Spills and Leaks • Use drip pans and ground cloths beneath vehicles if you have leaks or when doing engine work. • Avoid performing repairs or work in exterior areas that are exposed to rainwater. • Drain fluids from leaking or wrecked vehicles as soon as possible. • Promptly transfer drained fiuids to a designated waste storage area. • Place bulk fluids, waste fluids and batteries in a secondary containment to capture accidental spills. Dispose of Wastewater Properly • Soapy or oily vehicle wash waters must be pumped to the sanitary sewer system and may require installation of an oil-water separator. • If the waste water from your facility is not pumped to the sanitary sewer, you must capture and collect the water so it may be disposed of at an off-site location. • NEVER allow wastewater to enter the storm drain. Dispose of Hazardous Materials Properly • Follow all hazardous materials and waste disposal requirements. • Remember that oil or solvent-saturated absorbent must handled as hazardous waste. • Make sure solid waste containers are in good condition and secured against wind, leakage or other elements. Protect Outdoor Work and Storaqe Areas • If work or materials storage must be done outdoors, berm the area to trap pollutants in a confined area and protect from rain. • If you have an outdoor drain that is connected to a sanitary sewer, cover the area to prevent rain water from entering the sewer system. Employee Training • Use signage to label storm drains. • Ensure that all employees know the location of storm drains on the property. • Educate employees on the proper way to clean up spills and prevent pollutants from entering the storm drain. Practice Waste Reduction and Recycling • Recycle used motor oil and oil filters. • Collect all used oil in containers with tight fitting lids. Do not mix different engine fluids. • Reuse wash water and water used in flushing and testing radiators. jE! medio ambiente es importante para todos! iSabia usted que las alcantarillas y los desagues pluviales NO estan conectados al sistema de drenaje sanitario o a la planta de tratamiento de aguas? Los drenajes pluviales estan disenados para remover el agua pluvial (lluvia) de las areas urbanas y prevenir inundaciones. El sistema de alcantarillado no incluye ningun tipo de tratamiento y por lo tanto acarrea el agua pluvial y los contaminantes con los que tiene contacto directamente a los arroyos, Iagunas y el oceano. En los ultimos anos la contaminacion que anteriormente originaba de las fabricas e industrias ha sido reducida. Ahora, la contaminacion al medio ambiente y a nuestros arroyos, Iagunas y el oceano origina de los automoviles que gotean aceite y h'quidos, del uso de fertilizantes en tierras agn'colas y jardines, de tanques septicos defectuosos, del lavado de automoviles en residencias, agua sucia de restaurantes y los desechos de animales domesticos los cuales son acarreados por la lluvia a los alcantarillados y despues a los arroyos, Iagunas y el oceano. iLa contaminacion originada por estas actividades crea un problema para todos nosotros! iPero cada uno de nosotros puede tomar pequenos pasos para solucionar este problema y esa es nuestra meta! Ciudad de Carlsbad 1635 Faraday Avenue Carlsbad CA 92008 Linea de Asistencia: 760-602-2799 storm water@ci.carlsbad.ca.us Funded by a grant from the California Integrated Waste Management Board Printed on recycled paper ,f Ha'bitos. pafaf^%te IpUeres de 1 Servicio y Reparacion swjde Automovil iSolo Lluvia en el Alcantarillado! Metodos y Buenos Habitos Los servicios de automotriz y los talleres mecanicos de reparacion contribuyen a la tempestad de contaminacion de agua a traves del uso de practicas de limpieza inadecuadas que permiten que el aceite, grasas, limpiadores, basura y otros contaminantes circulen en las calles, alcantarillas y desagues. Los contaminantes depositados en superficies como estacionamientos y los caminos de entrada son arrastrados por el agua de la lluvia al sistema de desague. Estas descargas contaminan nuestros oceanos, arroyos y Iagunas. Ademas esta prohibido por la ley. Debajo hay Unas recomendaciones de las mejores practicas de administracidn para servicios de automotriz y talleres mecanicos de reparacion. Opere en un taller limpio y seco • Barra, trapee y aspire los pisos de su taller con frecuencia. • Designe areas especificas para la limpieza de partes. • Limpie inmediatamente cualquier derrame. • Mantenga trapos, productos de limpieza y productos absorbentes accesibles en todas las areas de trabajo. • Use lavabos y baldes cuando limpie con productos que sean solubles. • NUNCA barra o derroche desperdicios en las coladeras de sanitarios o alcantarillas de desague. Proteia sus alcantarillas ubicadas en su propiedad • Seriale todas las entradas de las alcantarillas de su propiedad. • Inspeccione sus alcantarillas periodicamente que no tengan escombros. Quite todo escombro y pongalo en la basura. • Periodicamente barra y aspire los estacionamientos y las areas de trabajo. • NUNCA use la manguera como metodo de arrastrar o limpiar un area y tambien evite el uso de sopladores que solo acumulan residuo. Prevenaa derrames v goteras • Use recipientes para goteras y trapos debajo del vehiculo, cuando haga trabajos de motor. • Evite hacer reparaciones o trabajar en areas exteriores que esten expuestas a la lluvia • Vacie los liquidos de los vehiculos que esten goteando o que esten descompuestos lo mas pronto posible. • Transfiera rapidamente los liquidos a un deposito disenado. • Deposite los h'quidos de gran volumen, llquidos usados y baten'as en un lugar controlado para prevenir derrames. La manera apropiada para deshacerse del aqua sucia • La agua con jabon o aceite de su lavado de vehiculo debe ser depositada con una bomba de sistema de desague y tai vez sea necesario la instalacion de un separador de agua y aceite. . • Si el agua sucia de sus instalaciones no cuenta con un sistema de drenaje de sanidad, entonces, debe recoger y llevar el agua para que sea depositada en un lugar adecuado fuera de ahi. • NUNCA deje que el agua sucia entre a los desagues. La manera apropiada para deshacerse de componentes peligrosos • Siga todos los requisitos para deshacerse de componentes peligrosos. • Recuerde que los aceites y componentes absorbentes saturado de soluble deben ser tratados como desperdicios peligrosos. • Asegurese que los envases solidos de desperdicio esten en buenas condiciones y que esten seguros contra vientos, derrames y otros elementos. Proteia trabaios exteriores v areas de almacen • Si el trabajo o el almacen de materiales debe hacerse afuera, asegure la area para atrapar contaminantes en una area limitada y asimismo, protejase de la lluvia. • Si tiene un desague exterior que este conectado a una alcantariiia de sanidad, cubra el area para prevenir que la lluvia entre al sistema de alcantariiia. Entrenamiento de empleados • Use signos para senalar las alcantarillas disenadas para los desagues de la lluvia. • Asegurese que todos los empleados sepan las ubicaciones de las alcantarillas diseriadas para los desagues de la lluvia en la propiedad. • Eduque a sus empleados sobre la mejor manera de limpiar derrames y como prevenir que los contaminantes entren a las alcantarillas. Practique la disminucion de desperdicios v recicle • Recicle aceites y filtros de motor. • Acumule todo aceite usado en recipientes con tapaderas bien apretadas. No mezcle diferentes liquidos de motor. • Reutilice el agua usada en los lavados de radiadores en orueba. A clean environment is important to ali of us! NOT connected to sanitary sewer systems and treatment plants? The primary purpose of storm drains is to carry rainwater away from developed areas to prevent flooding. Untreated storm water and the pollutants it carries flow directly into creeks, lagoons and the ocean. In recent years, sources of water pollution like industrial waters from factories have been greatly reduced. However, now the majority of water pollution occurs from things like cars leaking oil, fertilizers from farms and gardens, failing septic tanks, pet waste and residential car washing into the storm drains and into the ocean and waterways. All these sources add up to a pollution problem! But each of us can do our part to help clean up our water and that adds up to a pollution solution! I?^-" Car Car washinn photo is used courtesy of the Wdtpr Quality Con ortium a cooperative venture.../, between the Washington",' -* State Department^Fs? -"fj; \ Ecology, Kin j Courjt|/;aml;' the cities of Beilevue.'^isaj?,^! Seattle and Tacoma City of Cai IsbdcJ . 1635 Faraday Avenue Carlsbad CA 92008 Storm Water HOTIino: 760-602-2799 City of Carlsbad Storm Water Protection Program "Ortl^'^Rain ih tIpe'.Storrfi.Drain' City of Carlsbad Storm Water Protection Program mm car washing? There's no problem with washing your car. It's just how and where you do it. ' Most soap contains phosphates and other chemicals that harm fish and water quality. The soap, together with the dirt, metal and oil washed from your car, flows into nearby storm drains which run directly into lakes, rivers or marine waters. The phosphates from the soap can cause excess algae to grow. Algae look bad, smell bad, and harm water quality. As algae decay, the process uses up oxygen in the water that fish need. "Fish don't like to swim in soap!" O O How can YOU help keep the environment clean? Having a clean environment is of primary importance for our health and economy. v.-,- Clean watenA/ays provide commercial opportunities, recreation, fish habitat and add beauty to our iandscape. YOU can help keep our ocean, creeks and lagoons clean by applying the following tips: • Use soap sparingly. ^. ' Use a hose nozzle with a trigger to sisf'^iAsi, save water. • Pour your bucket of soapy water down the sink when you're done, not in the street. ^*• K,' Avoid using engine and wheel H^^^l*cleaners or degreasers. jTake your car to a commercial car Kfes/V"'^'^ wash, especially if you plan to clean .1 ?y the engine or the bottom of your car. Most car washes reuse wash water several times before sending it to the sewer system for treatment. • Hire only mobile detail operators that will capture wash water and chemicals. It is unlawful for commercial vehicle washing operators to allow wash water to enter the storm drain system. Storm Water Compliance Inspections The City of Carlsbad has developed an inventory of all existing commercial and industrial businesses and has prioritized them according to the type of business, proximity to the nearest water body and potential threat to water quality. Based on this prioritization, the City will be conducting storm water compliance inspections of all industrial and most commercial facilities within the City. These site inspections will include a meeting with business representatives, a walk-through ofthe facility, evaluation of current storm water best management practices and recommendations for additional measures that may be required to comply with the new permit and ordinance. In addition to the industrial and commercial inspections, the City is also performing construction site inspections, conducting a comprehensive Strom drain monitoring program to detect pollutants, enforcing urban runoff requirements for new developments and conducting frequent cleaning ofthe storm drain system. Sanitary Sewer vs. Storm Drain What's the difference? The water that drains down a sink or toilet flows to the sanitary sewer and is treated at a wastewater treatment plant. The storm drain, on the other hand, is designed to carry rainwater away from streets, parking lots and driveways to prevent flooding. This water does not receive any treatment and flows directly into our creeks, lagoons and ocean. City of Carlsbad 1635 FaradayAvenue Carlsbad CA 92008 Storm Water HOTIine: 760-602-2799 stormwater@ci.carlsbad.ca.us ^ ;:M an a g e m e n t «^RT^aGtTces;-'For-- ^^KISnigESSES Commercial and Industnal iil ^8 .of Carlsbad *i«fStbrrn .Water Protection Proqram storm Water HOTIine 760-602-2799 Printed on recycled paper Only Rain in the Storm Drain! Pollution Prevention Is Upto US! Did you know that storm drains are NOT connected to sanitary sewer systems or treatment plants? The primary purpose of storm drains is to carry rainwater away from developed areas to prevent flooding. As rainfall flows over the ground, it picks up a variety of pollutants which flow directly to our creeks, lagoons and ocean. Pollutants of concern include: • Sediments • Fertilizers . Metals • Detergents • Pesticides • Organic Compounds • Trash and Debris • Oil and Grease • Bacteria and Viruses Pollution Prevention Is Up to US! Best Management Practices (BMPs) are procedures and practices you can implement to prevent pollutants and other hazardous materials from entering our storm drains. Once potential and existing sources of pollution have been identified, the next step is to select proper BMPs to eliminate or reduce storm water pollution. Program staff is available to provide information and assistance in developing BMPs for your business. Each of us can do our part to keep storm water clean. Using BMPs adds up to a pollution solution! Good Housekeeping • Instead of using a hose or pressure washing system, try a dry clean up method! Use mops, brooms or wire brushes to clean dumpsters, sidewalks, buildings, ^f^^f^ equipment, pavement, f<^W«e driveways and other impervious surfaces. Wash water should be disposed to the sanitary sewer, NEVER to the storm drain. • Minimize the use of cleaning solutions and agents. • Keep site free of litter and debris. Place trash cans and recycling receptacles around the site to minimize litter. Preventive Maintenance • Keep equipment and vehicles in good working condition. Inspect frequently for leaks and repair as needed. • Gutters, storm drains, catch basins and other storm drainage features should be regularly inspected and cleaned so that pollutants do not accumulate. • Label storm drains to remind employees that discharge to these drains flows directly to our waterways. Materials Storage and Handling • When possible, store materials indoors or under covered areas not exposed to rain. If materials can not be stored under cover, place materials on pallets and cover with a tarp to avoid contact with storm water run-on and run-off. • Store liquids, hazardous waste and other chemicals in a designated area with secondary containment. Keep outdoor storage areas in good condition. Waste Management • Sweep up around dumpsters and other areas frequently to prevent trash from accumulating. • Place all trash inside dumpsters or containers until it can be hauled away. • Dumpsters should always be kept closed to prevent rainwater from entering. Never place liquid waste, leaky garbage bags and hazardous waste in a dumpster or trash bin. • Recycle cans, bottles, newspaper, office paper and cardboard. Call 1 -800-CLEANUP for more information about recycling programs in your area. Vehicle Washing and Cleaning • Wash company vehicles at a commercial car wash, whenever possible. If vehicles are washed onsite, wash water must be contained and disposed of to the sanitary sewer. Spill Response • Use brooms and absorbents such as cat litter or sawdust to clean up small spills. Report significant spills to the Storm Water Protection Program and/or the appropriate spill response agencies immediately. • Write and keep current a spill response plan. Ensure that employees are trained on the elements ofthe plan. • Keep rags, damp mops and absorbents readily accessible. Dispose of waste properly. Employee Training • Discuss and distribute information on storm water pollution prevention during employee training sessions and at employee meetings. • Post good housekeeping tips and reminders on employee bulletin boards. • Inform subcontractors about the new storm water requirements and their responsibilities. What you should know before using Concrete and Mortar ... In the City of Carlsbad, storm drains flow directly into local creeks, lagoons and the ocean without treatment. Storm water pollution is a serious problem for our natural environment and for people who live near streams or wetlands. Storm water pollution comes from a variety of sources including oil, fuel, and fluids, from vehicles and heavy equipments, pesticide runoff from landscaping, and from materials such as concrete and mortar from construction activities. The City of Carlsbad is committed to improving water quality and reducing the amount of pollutants that enter our precious waterways. A Clean Environment is Important to All of Us! City of Carlsbad 1 635 Faraday Avenue Carlsbad, CA 92008 Storm Water HOTIine: 760-602-2799 storm water@ci.carlsbad.ca.us Concrete A Mortar Projects Best Management Practices for Homeowners and Contractors City of Carlsbad Storm Water Protection Program Storm Water HOTIine 760-602-2799 March 2003 nly Rain in the Storm Drain! Pollution Prevention is up to YOU! Did you know that storm drains are NOT connected to sanitary sewer systems or treatment plants? The primary purpose of storm drains is to carry rainwater away from developed areas to prevent flooding. Untreated pollutants such as concrete and mortar flow directly into creeks, lagoons and the ocean and are toxic to fish, wildlife, and the aquatic environment. Disposing of these materials into storm drains causes serious ecological problems-and is PROHIBITED by law. Do the Job Right! This brochure was designed for do-it- yourself remodelers, homeowners, masons and bricklayers, contractors, and anyone else who uses concrete or mortar to complete a construction project. Keep storm water protection in mind whenever you or people you hire work on your house or property. STORM WATER HOTLINE 760-602-2799 Best Management Practices Best Management Practices or BMPs are procedures and practices that help to prevent pollutants such as chemicals, concrete, mortar, pesticides, waste, paint, and other hazardous materials from entering our storm drains. All these sources add up to a pollution problem. But each of us can do our part to keep storm water clean. These efforts add up to a pollution solution! What YOU Can Do: • Set up and operate small mixers on tarps or heavy plastic drop cloths. • Don't mix up more fresh concrete or mortar than you will need for a project. • Protect applications of fresh concrete and mortar from rainfall and runoff until the material has dried. • Always store both dry and wet materials under cover, protected from rainfall and runoff and away from storm drains or waterways. • Protect dry materials from wind. Secure bags of concrete mix and mortar after they are open. Don't allow dry products to blow into driveways, sidewalks, streets, gutters, or storm drains. • Keep all construction debris away from the street, gutter and storm drains. Never dispose of washout into the street, storm drains, landscape drains, drainage ditches, or streams. Empty mixing containers and wash out chutes onto dirt areas that do not flow to streets, drains or waterways, or allow material to dry and dispose of properly. Never wash excess material from bricklaying, patio, driveway or sidewalk construction into a street or storm drain. Sweep up and dispose of small amounts of excess dry concrete, grout, and mortar in the trash. Wash concrete or brick areas only when the wash water can flow onto a dirt area without further runoff or drain onto a surface which has been bermed so that the water and solids can be pumped off or vacuumed up for proper disposal. Do not place fill material, soil or compost piles on the sidewalk or street. If you or your contractor keep a dumpster at your site, be sure it is securely covered with a lid or tarp when not in use. During cleanup, check the street and gutters for sediment, refuse, or debris. Look around the corner or down the street and clean up any materials that may have already traveled away from your property. A clean environment is important to all of us! ; Did you know that storm drains are J- NOT connected to sanitary sewer .4.* systems and treatment plants? The pnmary purpose of storm drains is to carry rainwater away from developed areas to prevent flooding. Untreated storm water and the ' pollutants it carries, flow directly into '' creeks, lagoons and the ocean. In recent years, sources of water pollution like industrial waters from ; factories have been greatly reduced. -• However now, the majority of water ' pollution occurs from things like cars leaking oil, fertilizers from farms and gardens, failing septic tanks, pet :\. .waste and residential car washing into - , the storm drains and Into the ocean -, *~and waterways, ' - All these sources add up to a pollution problem! But each of us can do small • ~ things to help clean up our water and that adds up to a pollufion solution! What's the problem with fertilizers and pesticides? Fertilizer isn't a problem—IF it's used carefully. If you use too much fertilizer or apply it at the wrong time, it can easily wash off your lawn or garden into storm drains and then flow untreated into lakes or streams. Just like in your garden, fertilizer in lagoons and streams makes plants grow. In water bodies, extra fertilizer can mean extra algae and aquatic plant growth. Too much algae harms water quality and makes boating, fishing and swimming unpleasant As algae decay, they use up oxygen in the water that fish and other wildlife need. Fertilizer photo is used courtesy of tlie Water Quality Consortium, a cooperative venture between the Washington State Department of Ecology, King County and the cities of Bellevue, Seattle and Tacoma. Storm Water HOTIine: 760-602-2799 stormwater@ci.carlsbad.ca.us City of Carlsbad 1635 Faraday Avenue Carlsbad CA 92008 www.ci.carlsbad.ca.us ^Printed on recycled paper Wt-MBnlv'Raifi'ifUthe Stdrhi.Draini City of Carlsbad Storm Water Protection Program torm Walci HUI litu> , :J60.602-2799 How can YOU help keep the environment clean? Having a clean environment is of ',' primary imporiance for our health and ^i'.r economy. Clean watenways provide commercial opportunities, recreation, fish habitat and add beauty to our landscape. YOU can help keep our creeks, lagoons and ocean clean by •. applying the following tips: •sDon't blow or rake leaves and other 1 yard waste into the street or gutter • "Recycle yard waste or start your own compost pile, • Don't over irrigate. Use drip irrigation, soaker hoses or micro- , spray system and water eariy in the /morning. • ilf you have a spray head sprinkler • system, consider adjusting your watering method to a cycle and soak. Instead of watering for 15 t minutes straight, break up the session into 5 minute intervals allowing water to soak in before the next application. • Keep irrigation systems well- maintained and water only when needed to save money and prevent over-watering. ' Use fertilizers and pesticides sparingly. Have your soil tested to determine the nutrients needed to maintain a healthy lawn. Consider using organic fertilizers— they release nutrients more slowly. Leave mulched grass dippings on the lawn to act as a natural fertilizer. • Use pesticides only when absolutely necessary. Use the least toxic product intended to target a specific pest, such as insecticidal soaps, boric acid, etc. Always read the label and use only as directed, • Use predatory insects to control harmful pests when possible. • Properiy dispose of unwanted pesticides and fertilizers at Household Hazardous Waste collection facilities. For more information on landscape irrigation, please call 760-438-2722, Master Gardeners San Diego County has a Master Gardener program Ihrough the University of California Cooperative Extension. Master Gardeners can provide good information about dealing with specific pests and plants. You may call the Master Gardener Hotline at 858-694-2860 or check out their website at wvyw.masterqardenerssandieqo.orq. : The hotline is staffed Monday—Friday, 9 am—3 pm, by experienced gardeners who are available to answer specific questions. Information from Master Gardeners is free to the public. 'mm 1*^ - 1 jUn medio ambiente limpio es importante para todos! V, iSabia usted que los desagues de • -lluyiato:alcantarillas no estan ii' cotiectadas al sistema de drenaje "•^ sanitario 6 a las plantas de tratamiento ^ de aguas negras? ''. La'funcion principal del desague 6 las ^ilHatearillas es remover el agua de lluvia y ^ asiievitar inundaciones. El agua que entra i '"en Idssdesagues va directamente a los g^arroyds, lagos y el oceano junto con la fcontarainacion depositada en las ai.Gantarillas y las calles. ' En estos dias la contaminacion del agua ^causada directamente por fabricas e ^,-|ndustrias se ha reducido piilgiiiflGaritemente, Ahora la mayoria de la ritaminacion del agua origina de carros 4"' quectlran aceite, el sobre uso de fertilizantes para plantas, tanques ^sSpllcos dafiados, suciedad de animales y sTslavado de carros en zonas residenciales. S[odos estos contaminantes se acumulan ^In los desagues 6 alcantarillados y son |?.4'acarreados directamente al oceano ?>^cuando llueve, Jk-iEn suma todos contribuimos a un gran Iw^-problemarde contaminacion. jPero cada p--.uno de nosotros puede hacer algo para [. limpiar ef ague y participar en la solucion fea'la contaminacion! iCual es el problema creado por el uso de fertilizantes y pesticldas? El fertilizante no es un problema SI se usa con cuidado. Usar un exceso de fertilizante 6 en la temporada incorrecta resulta en el que el fertilizante se deslave con la lluvia y se vaya por el desague 6 alcantarillas a nuestros arroyos, lagos y el oceano. Los fertilizantes en nuestros lagos y arroyos hacen que las plantas crezcan, tai como en el jardin. Pero en el oceano el fertilizante causa que las algas y plantas acuaticas sobrecrezcan. Y el exceso de algas marinas pueden ser dariinas a la calidad del agua y causar que la pesca, natacion y navegacion sean desagradables. Al echarse a perder las algas consumen el oxigeno del agua que los peces y otros animales necesitan para sobrevivir. La fotografia al frente es cortesia del Consorcio de Calidad de Agua, en cooperacion con el Departamento Ecologico del Estado de Washington, el Condado de King, y las ciudades de Bellevue, Seattle y Tacoma, ''^^Protec^°" Linea de Asistencia: 760-602-2799 storm water@ci.carlsbad.ca.us Ciudad de Carlsbad 1635 Faraday Avenue Carlsbad CA 92008 www.ci.carlsbad.ca.us ^ ^Printed on recycled paper iUsted puede ayudar a mantener nuestro medio ambiente limpio! In IH Msntenerel medio ambiente limpio es y importante para nuestra salud y la economia; Conservar el agua limpia prcpbrciona oportunidades para usos comerciales, recreativos, habitat para peees y.aves, y agrega belleza a nuestrp'paisaje. Todos podemos ayudar a mantener los arroyos, las Iagunas, y el . lanOilimpios sencillamente siguiendo estoSIoonsejos: • Al barrer o usar maquinas sopladoras no permita que las hojas , >de ^rbol y el cesped recien cortado 'entren en las alcantarillas o el desagiie. 'V." ,Es prefenble, convertir estos "desperdicios del jardin en abono. ;Usar'sistemas de irrigacion de goteo •y.otras tecnicas de conservacion del agua son altamente recomendables. Es iDreferible regar por la manana, tLos sistemas de riego automatico ._§dh mas eficientes sl se programan con ciclos de cinco minutos y mas ecuentemente para que el agua ledezca bien la tierra. Mantener los sistemas de irrigacion limpios y en buenas condiciones es importante para reducir el desperdido del agua. Regar solamente cuando sea necesario reduce el uso del agua y ahorra dinero. Para mas informacion sobre sistemas de riego llame al 760-438-2722, Los pestlcidas y fertilizantes deben usarse solamente cuando sea absolutamente necesario. Para mantener un pasto saludable se recomienda hacer un analisis de la tierra para determinar cuales fertilizantes aplicar y en que temporada. Es recomendable usar fertilizantes organicos en vez de productos quimicos. En ocasiones se puede dejar el sacate recien cortado sobre el pasto ya que actua como un fertilizante natural. El uso de pestlcidas debe ocurrir solo como ultimo recurso. Es preferible usar productos que sean bajos en toxicos, por ejempio jabones insecticidas, acido borico, etc. Seguir las instrucciones en la etiqueta y usar el producto correctamente evita contaminar el agua de riego y lluvia, Cuando sea posible es preferible usar insectos predadores para controlar plagas. Los pestlcidas y fertilizantes vencidos deben desecharse legalmente llevandolos a los centres de coleccion de substancias toxicas localizados en varias ciudades del condado de San Diego, Llame al 760-602-2799 para obtener mas informacion. Master Gardeners El condado de San Diego y la Universidad de California Extension Cooperativa, han i creado el programa de Master Gardened;!' Los expertos de este programa estan disponibles para propordonar informacion. sobre plantas y plagas. Usted puede llamar a la linea de Master Gardeners al 858-694-2860 de lunes a viernes entre 9am y 3pm para obtener respuestas a =sus preguntas. La pagina Internet vww, • masterqardenerssandieqo.orq es otro recurso con informacion sobre estos temas. Esta informacion es totalmente - gratis al publico. mm iii m WW- i I - ' A Clean Environment is Important to All of Us! In the City of Carlsbad, storm drains flow directly into local creeks, lagoons and the ocean without treatment. Storm water pollution is a serious problem for our natural environment and for people who live near streams or wetlands. Storm water pollution comes from a variety of sources including oil, fuel, and fluids, from vehicles and heavy equipments, pesticide runoff from landscaping, and from materials such as concrete and mortar from construction activities. The City of Carlsbad is committed to improving water quality and reducing the amount of pollutants that enter our precious waterways. A Word About "Biodegradable" Soaps "Biodegradable" is a popular marketing term that can be misleading. Because a product is labeled as biodegradable doesn't mean that it is non-toxic. Some products are more toxic than others, but none are harmless to aquatic life. Soapy water entering the storm drain system can impact an aquatic environment within hours. City of Carlsbacl 1 635 Faraday Avenue Carlsbad, CA 92008 Storm Water HOTIine: 760-602-2799 storm water@ci.carlsbad.ca.us Best Management Practices for Power Washmg Mobile and Surface Cleaning City of Carlsbad Storm Water Protection Program Storm Water HOTIine 760-602-2799 March 2003 nly Rain in the Storm Drain! What is Power Washing? Power washing is any activity that uses a water pressure system, including steam cleaning, to clean vehicles, equipment, sidewalks, buildings, dumpsters, or other impervious surfaces. In addition to water, detergents, degreasers and other products may be used in commercial power What's thc Problem with Power Washing? Did you know that storm drains are NOT connected to sanitary sewer systems or treatment plants? The primary purpose of storm drains is to carry rainwater away from developed areas to prevent flooding. Wash water from power washing activities may contain significant quantities of oil and grease, chemicals, dirt, and detergents that could end up in our creeks, lagoons and the ocean. Disposing of these materials into storm drains causes serious ecological problems—and is PROHIBITED by law. Best Management Practices Best Management Practices or BMPs are procedures that help to prevent pollutants from entering our storm drains. Each of us can do our part to keep storm water clean. Using BMPs adds up to a pollution Use Dry Clean-up Methods • Instead of pressure washing, determine what alternative dry methods are available. • Use mops, brooms, rags or wire brushes to clean pavement, buildings and equipment as much as possible. • Use vacuums or other machines to remove and collect loose debris before applying water. Location, Location, Location! • Prior to any washing, block all storm drains with an impervious barrier such as sandbags or berms, or seal the storm drain with plugs or rubber mats. • Wash vehicles and equipment on grassy or gravel areas so that the wash water can seep into the ground. • Create a containment area with berms and tarps or take advantage of a low spot to keep wash water contained. • Check that the wash water is not leaking through and add more berms or barriers to contain the wash water. Just Enough for the Job! • Minimize water use by using high pressure, low volume nozzles. • Use the minimal amount and least toxic detergents and degreasers you will need to complete the job. Try phosphate free detergents. • Use a mop or rags to clean heavily soiled areas before power washing. Only Rain in the Storm Drain! • Do not wash equipment or vehicles outdoors on saturated ground or on days when rain is probable. • Pump or vacuum up aH wash water in the contained area. • With property owners permission, pump or pour the wash water to the sanitary sewer through an interior building drain, sink, or private sewer clean-out. Discharges to the sewer must meet requirements of the Encina Wastewater Authority (760) 438-3941, and should not contain hazardous materials, excessive grease, grit, or any material that could clog piping. • Sediments and other solids that remain on the ground should be swept or vacuumed up immediately before they are washed into the storm system. STORM WATER HOTLINE 760-602-2799 A clean environment is important to all of us! Did you know that storm drains are NOT connected to sanitary sewer systems and treatment plants? The primary purpose of storm drains is to carry rainwater away from developed areas to prevent flooding. Untreated storm water and the pollutants it carries, flow directly into creeks, lagoons and the ocean. In recent years, sources of water pollution like industrial waters from factories have been greatly reduced. However now, the majority of water pollution occurs from things like cars leaking oil, fertilizers from farms, lawns and gardens, failing septic tanks, pet waste and residential car washing into the storm drains and into the ocean and waterways. All these sources add up to a pollution probleml But each of us can do small things to help clean up our water and that adds up to a pollution solution! Motor oil photo is used courtesy of the Water Quality Consortium, a cooperative venture between the Washington State Department of Ecology, King County and the cities of Bellevue, Seattle and Tacoma, Only Rain in the Storm Drain! City of Carlsbad Storm Water Protection Program City of Carlsbad 1635 Faraday Avenue Carlsbad CA 92008 Storm Water HOTIine: 760-602-2799 4 K F, c y C I, E USED OIL Funded by a grant from the California Integrated Waste Management Board Motor Oil ^•-Only Rain in the,Storm Drain! City of Carlsbad Storm Water Protection Program storm Water HOTIine: 760-602-2799 What's the problem with motor oil? \ How can YOU help keep our environment clean? Oil does not dissolve in water. It lasts a long time and sticks to everything from beach sand to bird feathers. Oil and other petroleum products are toxic to people, wildlife and plants. One pint of oil can make a slick larger than a football field. Oil that leaks from our cars onto roads and driveways is washed into storm drains, and then usually flows directly to a creek or lagoon and finally to the ocean, Used motor oil is the largest single source of oil pollution in our ocean, creeks and lagoons. Americans spill 180 million gallons of used oil each year into our waters. This is 16 times the amount spilled by the Exxon Valdez in Alaska. Having a clean environment is of primary importance for our health and economy. Clean waterways provide commercial opportunities, recreation, fish habitat and add beauty to our landscape. YOU can help keep our ocean, creeks and lagoons clean by applying the following tips: • Stop drips. Check for oil leaks regularly and fix them promptly. Keep your car tuned to reduce oil use. • Use ground cloths or drip pans beneath your vehicle if you have leaks or are doing engine work. • Clean up spills immediately. Collect all used oil in containers with tight fitting lids. Do not mix different engine fluids. • When you change your oil, dispose of it properly. Never dispose of oil or other engine fluids down the storm drain, on the ground or into a ditch. • Recycle used motor oil. There are several locations in Carlsbad that accept used motor oil. For hours and locations, call 760-434-2980. • Buy recycled ("refined") motor oil to use in your car. A clean environment is important to all of us! Did you know that storm drains are NOT connected to sanitary sewer systems and treatment plants? The primary purpose of storm drains is to • carry rainwater away from developed areas to prevent flooding. Untreated storm water and the pollutants it carries, flow directly into creeks, ' lagoons and the ocean. In recent years, sources of water pollution like industrial waters from factories have been greatly reduced. However now, the majority of water pollution occurs from things like cars • leaking oil, fertilizers from farms and gardens, failing septic tanks, pet waste > and residential car washing into the storm drains and into the ocean and • waterways. All these sources add up to a pollution problem! But each of us can do small things to help ciean up our water and that adds up to a pollution solution! Pet waste photo is used courtesy of the Water Quality Consortium, a cooperative venture between the Washington State Department of Ecology, King County and the cities of Bellevue, Seattle and Tacoma, Storm Water HOTIine: 760-602-2799 stormwater@ci.car Isbad,ca.us City of Carlsbad 1635 Faraday Avenue Carlsbad CA 92008 www.ci.carlsbad.ca.us ^ ^Printed on recycled paper ly'-Rain in thcStdrm Drain' City of Carisbad Storm Water Protection Program 4VK What's the problem with pet waste? How can YOU help keep the environment clean? Pet waste is a health risk to pets and people, especially children. It's a nuisance in our neighborhoods.- Pet - waste is full of bacteria that can make .. people sick. This bacteria gets i washed into the storm drain and ends : up in our creeks, lagoons and ocean. The bacteria ends up in shellfish living in these water bodies. People who eat those shellfish may get very sick. ; Preliminary studies show that dog and cat waste can contribute up to 25% of the harmful bacteria found in our local lagoons. i :Be responsible and clean up after '.your pets. It's as easy as 1—2—Sl 1. Bring a bag. 2. Clean it up. 3. Dispose of waste properly in toilet or trash. Having a clean environment IS of primary importance for ' , our health and economy. Clean waterways provide ^commercial opportunities, • recreation, fish habitat and add beauty to our > landscape. YOU can help 'isep ourcreeks, lagoons and ocean clean by applying the following tips: Carry a plastic bag when walking pets and be sure to pick up after them. t - i Qjggp, yvaste in your yard Jrdquently. y" Pick up after your pets before .cleaning patios, driveways and other hard surfaced areas. Never hose pet waste into the street or gutter. The best way to dispose of pet waste is to flush it down the toilet because it gets treated by a sewage treatment plant. Other disposal methods for pet waste include sealing it in a bag and placing in trash or burying small quantities in your yard to decompose. Be sure to keep it away from vegetable gardens. A Clean Environment is Important to All of Us! Did you know that storm drains are NOT connected to sanitary sewer systems and treatment plants? The primary purpose of storm drains is to carry rainwater away from developed areas to prevent flooding. Untreated storm water and the pollutants it carries, flow directly into the creeks, lagoons and ocean. In recent years, sources of water pollution like industrial waters from factories have been greatly reduced. However now, the majority of water pollution occurs from things like cars leaking oil, wash water from restaurants, fertilizers from farms, lawns and gardens, failing septic tanks, residential car washing and pet waste washing into the storm drains and into the ocean and watenways. All these sources add up to a pollution problem! But each of us can do small things to help clean up our water too—and that adds up to a pollution solution! Only Rain in the Storm Drain! City of Carlsbad Storm Water Protection Program Best Management Practices for RESTAURANTS City of Carlsbad Storm Water Protection Program City of Carlsbad 1635 Faraday Avenue Carlsbad CA 92008 Storm Water HOTIine: 760-602-2799 Spanish version available upon request Only Rain in the Storm Drain! storm Water HOTIine: 760-602-2799 Best Management Practices Restaurants contribute to storm water pollution through improper cleaning practices that allow food particles, oil, grease, trash and cleaning products to flow into the street, gutter or storm drain. These discharges pollute our creeks, lagoons and ocean and are prohibited by law. Below are recommended Best Management Practices (BMP's) for Restaurants. • Sweep, mop or vacuum instead of using a hose to clean outdoor areas. • Always clean equipment including floor mats, grease filters, grills and garbage cans indoors or in a covered outdoor wash area that is plumbed to the sanitary sewer. • Clean equipment in a mop sink if possible (never in a food preparation sink). If your restaurant does not have a mop sink, dedicate an indoor cleaning area where there is a drain that is plumbed to the sanitary sewer. NEVER pour wash water outside or into a street, gutter or storm drain. Sweep, mop or vacuum instead of using a hose to clean outdoor areas. All mop water from cleaning floors must be disposed of indoors in a mop sink, toilet or other drain that is plumbed to the sanitary sewer. Dry sweep pavement areas including "drive-through" areas, parking lots, outdoor eating areas and dumpster or tallow bin areas frequently. If you must use water for cleaning, use a mop & bucket and dispose of wash water in mop sink or floor drain that is plumbed to the sanitary sewer. Major cleaning of exterior surfaces must include capturing all wash water and disposing it to the sanitary sewer in compliance with local regulations. Wash water should not be allowed to enter the street gutter or storm drain. • All wastewater containing oil and grease must be disposed of in a grease trap or interceptor. All concentrated waste oil and grease must be collected in a tallow bin and disposed of by a certified waste grease hauler. NEVER pour grease or oil into a sink, floor drain, storm drain or dumpster. Use dry methods for spill cleanup. Rags or absorbents such as cat litter can be used to pick up liquids or grease. Sweep up absorbent, seal in a plastic bag and dispose in the trash. Keep outside areas free of trash & debris. Clean outdoor eating areas frequently using dry cleaning methods such as sweeping or vacuuming. Never wash down dumpsters or tallow bins with a hose. Check dumpsters regularly for leaks. If a dumpster or tallow bin must be cleaned or repaired, contact the leasing company. iEI medio ambiente es importante para todos! ^Sabia usted que las alcantarillas y los desagiies pluviales NO estan conectados al sistema de drenaje sanitario o a la planta de tratamiento de aguas? Los drenajes pluviales estan disenados para remover el agua pluvial (lluvia) de las areas urbanas y prevenir inundaciones. El sistema de alcantarillado no incluye ningun tipo de tratamiento y por lo tanto acarrea el agua pluvial y los contaminantes con los que tiene contacto directamente a los arroyos, Iagunas y el oceano. En los ultimos anos la contaminacion que anteriormente originaba de las fabricas e industrias ha sido reducida. Ahora, la contaminacion al medio ambiente y a nuestros arroyos, Iagunas y el oceano origina de los automoviles que gotean aceite y liquidos, del uso de fertilizantes en tierras agricolas y jardines, de tanques septicos defectuosos, del lavado de automoviles en residencias, agua sucia de restaurantes y los desechos de animales domesticos los cuales son acarreados por la lluvia a los alcantarillados y despues a los arroyos, Iagunas y el oceano. jLa contaminacion originada por estas actividades crea un problema para todos nosotros! jPero cada uno de nosotros puede tomar pequenos pasos para solucionar este problema y esa es nuestra meta! Ciudad de Carlsbad Programa de Proteccion del Sistema de Alcantarillado (Drenaje Pluvial) Metodos y Buenos Hdbitos para RESTAURANTES iSolo Lluvia en el Alcantarillado! Ciudad de Carlsbad Programa de Proteccion del Sistema de Alcantarillado (Drenaje Pluvial) Ciudad de Carlsbad 1635 Faraday Avenue Carlsbad CA 92008 Linea de Asistencia: 760-602-2799 ISolo Lluvia en el Alcantarillado! Linea de Asistencia: 760-602-2799 Metodos y Buenos Habitos Los restaurantes contribuyen al problema de contaminacion del agua pluvial cuando permitimos que pequenas particulas de alimentos, aceites, grasas, basura y productos de limpieza corran por las calles y entren al alcantarillado. Estos deshechos contaminan nuestros arroyos, Iagunas y el oceano. Las recomendaciones que presentamos aqui incluyen metodos y buenos habitos que los empleados de restaurantes y otros negocios similares deben seguir para prevenir este tipo de contaminacion. • Barra, trapee 6 aspire las areas exteriores en vez de lavarlas con agua. • Lave 6 limpie el equipo de cocina como tapetes, filtros, parillas y botes de basura en areas de limpieza localizadas en el interior del edificio o en areas cubiertas. Asegurese que estas areas de limpieza 6 fregaderos esten conectados al drenaje sanitario. Barra, trapee 6 aspire las areas exteriores en vez de lavarlas con agua. Lave el equipo de cocina en el fregadero para trapeadores, no en el lavadero de alimentos. Si el restaurante no tiene fregadero, designe una area en el interior del restaurante para estas actividades y asegurese que este conectada al drenaje sanitario. El agua de trapear 6 de limpieza debe desecharse en el fregadero de limpieza, el sanitario o alguna otra alcantariiia conectada al drenaje sanitario. NUNCA arroje agua sucia a la calle, el alcantarillado 6 al drenaje pluvial. Toda el agua sucia que contenga aceite 6 grasa debe de arrojarse en el sistema de drenaje sanitario y pasar por un separador de grasa. Todo aceite y grasa de cocina debe recolectarse en un recipiente especial y reciclarse por medio de una compaHia certificada para este servicio. NUNCA arroje aceite o grasa en areas exteriores, alcantarillas, en el bote de basura, 6 a la calle. Use metodos secos para limpiar derrames de liquidos. Use trapos, toallas 6 materiales absorbentes para recoger liquidos 6 grasas. Con una escoba, recoja el material absorbente, coloquelo en una bolsa de plastico y desechelo en el bote de basura. Mantenga las areas exteriores libres de basura y materiales. Limpie las areas exteriores usando metodos secos, como escobas y aspiradoras. Nunca lave los botes de basura 6 otros recipientes con la manguera, ya que el agua sucia va a dar a la calle 6 alcantarillado. Si el recipiente de basura necesita limpieza o reparacion para prevenir que escapen los liquidos, comuniquese con la compania recolectora. A Clean Environment is Important to All of Us! In the City of Carlsbad, storm drains flow directly into local creeks, lagoons and the ocean without treatment. Storm water pollution is a serious problem for our natural environment and for people who live near streams or wetlands. Storm water pollution comes from a variety of sources including oil, fuel, and fluids, from vehicles and heavy equipment, pesticide runoff from landscaping, and from materials such as concrete, mortar and soil from construction activities. The City of Carlsbad is committed to improving water quality and reducing the amount of pollutants that enter our precious waterways. \0 ^he '^^Proteo^:^°'^ Storm Water Protection Program stormwater@ci.carlsbad.ca.us 760-602-2799 Best Management-^ Practices for Swimming Pools^ Fountains k Spas City of Carlsbad 1635 Faraday Avenue Carlsbad, CA 92008 ^ City of Carlsbad Storm Water Protection Progr*am 760-602-2799 i ^^Printed on recycled paper Only Rom In the Storm Drain! ll?': S5 It's All Just Water, Isn't It? Although we enjoy the fun and relaxing times in them, the water used in swimming pools and spas can cause problems for our creeks, lagoons and the ocean if not disposed of properly. When you drain your swimming pool, fountain or spa to the street, the high concentrations of chlorine and other chemicals found in the water flows directly to our storm drains. Did you know that these storm drains are NOT connected to sanitary sewer systems and treatment plants? The primary purpose of storm drains is to carry rainwater away from developed areas to prevent flooding. Improperly disposing of swimming pool and spa water into storm drains may be harmful to the environment. Best Management Practices Best Management Practices or BMPs are procedures that help to prevent pollutants like chlorine and sediment from entering our storm drains. Each of us can do our part to keep storm water clean. Using BMPs adds up to 0 pollution solution! How Do I Gei Rid of Chlorine? Pool and spa water may be discharged to the storm drain if it has been properly dechlorinated and doesn't contain other chemicals. The good news is that chlorine naturally dissipates over time. Monitor and test for chlorine levels in the pool over a period of 3 to 5 days. Drain the water before algae starts to grow. Consider hiring a professional pool service company to clean your pool, fountain, or spa and make sure they dispose of the water and solids properly. For more information about discharging wastewater to the sanitary sewer, please contact the Encina V^astewater Authority at (760) 438- 3941. Before you discharge your swimming pool or spo water to the storm drain, the water: • Must not contain chlorine, hydrogen peroxide, acid, or any other chemicals. • Can not carry debris or vegetation. • Should have an acceptable pH of 7-8. • Can not contain algae or harmful bacteria (no "green" present). • Flow must be controlled so that it does not cause erosion problems. Pool Filters Clean filters over a lawn or other landscaped area where the discharge can be absorbed. Collect materials on filter cloth and dispose into the trash. Diatomaceous earth cannot be discharged into the street or storm drain systems. Dry it out as much as possible, bag it in plastic and dispose into the trash. Acid Washing Acid cleaning wash water is NOT allowed into the storm drains. Make sure acid washing is done in a proper and safe manner that is not harmful to people or the environment. It may be discharged into the sanitary sewer through a legal sewer connection after the pH has been adjusted to no lower than 5.5 and no higher than 11. Do the Job Right! • Use the water for irrigation.Try draining de-chlorinated pool water gradually onto a landscaped area. Water discharged to landscape must not cross property lines and must not produce runoff. • Do not use copper-based algaecides. Control algae with chlorine or other alternatives to copper-based pool chemicals. Copper is harmful to thc aquatic environment. • During pool construction, contain ALL materials and dispose of properly. Materials such as cement, Gunite, mortar, and sediment must not be discharged into 4.U„ ^4. - APPENDIX 5 References References 1. City of Carlsbad, City of Carlsbad Standard Urban Storm Water Mitigation Plan, Storm Water Standards 2. San Diego Regional Water Quality Control Board, Water .Quality Control Plan for the San Diego Basin (Basin Plan) and Amendments, March 1997 3. State Water Resources Control Board, Resolution NO. 2003-0009, Approval of the 2002 Federal Clean Water Act Section 303(d) List of Water Quality Limited Segments, February 2003 4. State Water Resources Control Board, Resolution NO. 2003-0009, Approval of the 2002 Federal Clean Water Act Section 303(d) List of Water Quality Limited Segments - Monitoring List, February 2003 5. Carlsbad Watershed Urban Runoff Management Program Document, January 2003 6. ProjectDesign Consultants, Addendum Drainage Report - Bressi Ranch Backbone Improvements, Greenhaven Drive, Planning Area 11, September 2004 7. ProjectDesign Consultants, Drainage Report for Bressi Ranch Residential Planning Area 11, June 2004 8. ProjectDesign Consultants, Drainage Report - Bressi Ranch Mass Graded Conditions Drainage Report, February 2003 9. NPDES Storm Water Pollution Prevention Plan 10. California Stormwater Quality Association, Stormwater Best Management Practice Handbook - New Development and Redevelopment, January 2003 11. National Menu of Best Management Practices for Storm Water Phase II, US EPA 12. California Department of Transportation BMP Retrofit Pilot Program, Proceedings from the Transportation Research Board 8* Annual Meeting, Washington, D.C. January 7-11, 2001 13. Continuous Deflection Separation (CDS) Unit for Sediment Control in Brevard County, Florida, 1999 14. Herr, J.L., and Harper, H.H. Removal of Gross Pollutants From Stormwater Runoff Using Liquid/Solid Separation Structures. Environmental Research & Design, Inc., Orlando, FL. 14p 15. Correspondence with the City of Dana Point, the City of Encinitas, and the City of Santa Monica 16. Protocol for Developing Pathogen TMDLs, US EPA 17. 2002 Aquashield, Inc. 18. 2003 Stormwater Management Inc. 19. Stormwater Magazine May/June 2003 Issue 20. AbTech Industries 21. Kristar Enterprises, Inc. 22. Comm Clean 23. Bowhead Manufacturing Co. 24. Ultra Tech Intemational, Inc. 25. CDS Technologies, Inc. 26. Hydro Intemational 27. Stormceptor Technical Manual, Rinker Materials, January 2003 28. Vortechnics Design Manual, May 2000