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HomeMy WebLinkAboutCT 05-13; La Costa Ridge Neighborhood 2.6 - Horton; La Costa Ridge Neighborhood 2.6; 2008-08-01RECORD COPY Storm Water Management Plan Costa Ridge Neighborhood 2.6 p qWl Initial Date Storm Water Management Plan for La Costa Ridge Neighborhood 2.6 € ,3 Prepared for: City of Carlsbad 1635 Faraday Avenue Carlsbad, CA 92008 (760) 602-2720 •rr Western Pacific Housing (dba DR Morton) 5790 Fleet Street, Suite 210 Carlsbad, CA 92008 (760) 929-1600 Prepared by: David Evans and Associates, Inc. 800 North Haven Avenue, Suite 300 Ontario, CA 91764 (909) 481-5750 August 2008 DR Norton La Costa 2.6 SWMP_080608.doc August 2008 Storm Water Management Plan La Costa Ridge Neighborhood2.6 CERTIFICATION This Stormwater Management Plan (SWMP) has been prepared for La Costa Ridge Neighborhood 2.6, a 53- lot residential development proposed on an approximately 10.8-acre parcel located south of the intersection of Melrose Drive and Corintia Street in the City of Carlsbad. The SWMP was prepared for DR Horton by David Evans and Associates, Inc. and is intended to comply with the requirements of the City of Carlsbad's Standard Urban Stormwater Mitigation Plan (SUSMP). A preliminary SWMP was prepared for the project during the planning and development permit process, which is being refined and finalized by this SWMP, as required for the plan check and building permit process with the Carlsbad Building Department. As outlined in this SWMP, Best Management Practices (BMPs) that would be incorporated into the project include the City's standard Site Design BMPs and Source Control BMPs, as well as permanent Treatment Control BMPs and BMPs applicable to Priority Projects. The undersigned, as owner of the subject property, is responsible for the implementation of the provisions of this SWMP and will ensure that this plan is amended as appropriate to reflect up-to-date conditions on the site, consistent with the intent of the non-point source NPDES Permit for Waste Discharge Requirements for the County of San Diego and the incorporated cities of San Diego County. Once the undersigned transfers its interest in the property, its successors-in-interest shall bear the aforementioned responsibility to implement and amend the SWMP. Signed: Name: Title: Company: Western Pacific Housing (dba DR Horton) Address: 5790 Fleet Street, Suite 210, Carlsbad, CA 92008 Telephone No.: (760) 929-1600 Date: DR Horton La Costa 2.6 SWMP_080608.doc August 2008 Storm Water Management Plan La Costa Ridge Neighborhood2.6 Contents Section I Stormwater Quality Permits and Requirements 1 Section II Site Location and Description 3 Section III Project Description and Potential Pollutants 9 Section IV Best Management Practices (BMPs) 16 Section V Inspection/Maintenance Responsibility for BMPs 25 Section VI Informational Materials 29 Section VII Attachments 30 Attachment A Stormwater Requirements Applicability Checklist Attachment B 303(d) Impaired Water Bodies and Water Quality Objectives Attachment C Fossil Filter Insert Attachment D CDS Unit Attachment E Vegetated Swale Attachment F Inspection Form Attachment G Pervious Concrete DR Norton Contents La Costa 2.6 SWMP_080608.doc Page \ August 2008 Storm Water Management Plan La Costa Ridge Neighborhood2.6 Storm Water Management Plan for La Costa Ridge Neighborhood 2.6 Prepared for: City of Carlsbad 1635 Faraday Avenue Carlsbad, CA 92008 (760) 602-2720 Western Pacific Housing (dba DR Norton) 5790 Fleet Street, Suite 210 Carlsbad, CA 92008 (760) 929-1600 Prepared by: David Evans and Associates, Inc. 800 North Haven Avenue, Suite 300 Ontario, CA 91764 (909) 481-5750 August 2008 DR Horton La Costa 2.6 SWMP_080608.doc August 2008 Storm Water Management Plan La Costa Ridge Neighborhood 2.6 CERTIFICATION This Stormwater Management Plan (SWMP) has been prepared for La Costa Ridge Neighborhood 2.6, a 53- lot residential development proposed on an approximately 10.8-acre parcel located south of the intersection of Melrose Drive and Corintia Street in the City of Carlsbad. The SWMP was prepared for DR Horton by David Evans and Associates, Inc. and is intended to comply with the requirements of the City of Carlsbad's Standard Urban Stormwater Mitigation Plan (SUSMP). A preliminary SWMP was prepared for the project during the planning and development permit process, which is being refined and finalized by this SWMP, as required for the plan check and building permit process with the Carlsbad Building Department. As outlined in this SWMP, Best Management Practices (BMPs) that would be incorporated into the project include the City's standard Site Design BMPs and Source Control BMPs, as well as permanent Treatment Control BMPs and BMPs applicable to Priority Projects. The undersigned, as owner of the subject property, is responsible for the implementation of the provisions of this SWMP and will ensure that this plan is amended as appropriate to reflect up-to-date conditions on the site, consistent with the intent of the non-point source NPDES Permit for Waste Discharge Requirements for the County of San Diego and the incorporated cities of San Diego County. Once the undersigned transfers its interest in the property, its successors-in-interest shall bear the aforementioned responsibility to implement and amend the SWMP. Signed: Name: Title: Company: Western Pacific Housing (dba DR Horton) Address: 5790 Fleet Street, Suite 210, Carlsbad, CA 92008 Telephone No.: (760) 929-1600 Date: DR Horton La Costa 2.6 SWMP_080608.doc August 2008 Storm Water Management Plan La Costa Ridge Neighborhood 2.6 Contents Section I Stormwater Quality Permits and Requirements 1 Section II Site Location and Description 3 Section III Project Description and Potential Pollutants 9 Section IV Best Management Practices (BMPs) 16 Section V Inspection/Maintenance Responsibility for BMPs 25 Section VI Informational Materials 29 Section VII Attachments 30 Attachment A Stormwater Requirements Applicability Checklist Attachment B 303(d) Impaired Water Bodies and Water Quality Objectives Attachment C Fossil Filter Insert Attachment D CDS Unit Attachment E Vegetated Swale Attachment F Inspection Form Attachment G Pervious Concrete DR Horton Contents La Costa 2.6 SWMP_080608.doc Page i August 2008 Stormwater Management Plan La Costa Ridge Neighborhood2.6 Section I Stormwater Quality Permits and Requirements Regulations A Municipal Stormwater Permit was issued by the San Diego Regional Water Quality Control Board under Order No. 2001-01 and under the National Pollutant Discharge Elimination System (NPDES) Permit No. CAS0108758 to the San Diego County, the Port of San Diego, and 18 cities in the County by the San Diego Regional Water Quality Control Board on February 21, 2001. The permit requires the development and implementation of a program addressing urban runoff pollution from public and private projects, as they may affect water quality in the municipal separate Stormwater systems in San Diego County. The City of Carlsbad adopted a Jurisdictional Urban Runoff Management Plan to comply with the requirements of the Municipal Stormwater Permit. The Standard Urban Stormwater Mitigation Plan (SUSMP) was also developed collectively by the County and participating cities to address post-construction urban runoff pollution from new development and redevelopment projects. The goal of the SUSMP is to develop and implement practicable policies to ensure that private developments do not increase pollutant loads to the maximum extent practicable or contribute to an exceedance of the water quality objectives of a receiving water body. The SUSMP calls for site-specific controls and/or structural treatment controls and other appropriate post-construction Best Management Practices (BMPs) to achieve this goal. The City of Carlsbad has developed a SUSMP Stormwater Standards Manual to guide private developers in their compliance with the SUSMP. Applicability The La Costa Ridge Neighborhood 2.6 is a residential development proposed on a 10.8-acre parcel located west of Rancho Santa Fe Road and south of the intersection of Corintia Street and Melrose Drive, in the eastern section of the City of Carlsbad. The tract map for Neighborhood 2.6 is currently going through a Site Development Review and Approval process with the Carlsbad Planning Department, which would be followed by plan check of the final engineering plans and procurement of building permits from the City of Carlsbad Building Department. Per the City of Carlsbad's Standard Urban Stormwater Mitigation Plan (SUSMP) Stormwater Standards Manual, the proposed La Costa Ridge Neighborhood 2.6 residential development is required to prepare and implement a Stormwater Management Plan. The City's Stormwater Requirements Applicability Checklist is provided in Attachment A. As shown, Priority Projects include: * Detached or attached residential developments of 10 units or more * Commercial developments greater than 100,000 square feet * Automotive repair shops * Restaurants * Hillside developments greater than 5,000 square feet * Projects discharging to receiving waters within Environmentally Sensitive Areas * Parking lots with 5,000 square feet or more or with 15 parking spaces or more and potentially exposed to urban runoff * Streets, roads, highways, and freeways which would create a new paved surface that is 5,000 square feet or greater DR Morton Section I La Costa 2.6 SWMP_080608.doc Page 1 August 2008 Storm Water Management Plan La Costa Ridge Neighborhood2.6 The proposed residential development would lead to the construction of more than 10 dwelling units on the site. The project would also lead to the construction of a local residential street that would have more than 5,000 square feet of new paved area. Thus, the La Costa Ridge Neighborhood 2.6 project is considered a Priority Project and needs to comply with the City's Permanent Stormwater BMP Requirements. This Stormwater Management Plan outlines the project's compliance with the City's SUSMP by identifiying the permanent post-cosntruction Best Management Practices (BMPs) that would be implemented as part of the project, as required under the Carlsbad Stormwater Standards Manual. DR Morton Section II La Costa 2.6 SWMP_080608.doc Page 2 August 2008 Storm Water Management Plan La Costa Ridge Neighborhood2.6 Section II Site Location and Description Site Location The project site is an approximately 10.8-acre vacant parcel in the La Costa community of the City of Carlsbad. The site is also known as Neighborhood 2.6 of the La Costa Ridge development and is located south of the intersection of Melrose Drive and Corintia Street in the eastern section of the City of Carlsbad. Figure 1 shows the vicinity map and Figure 2 shows the site location. The site was previously cleared and rough graded in 2004. Fill materials were brought to the site as part of this past rough grading operations. Subsequently, construction debris was stockpiled at the eastern section of the site during the construction of Rancho Santa Fe Road and imported soils and fill materials were brought to the site in early 2006. Additional imported materials have also been recently stockpiled on the site. The USGS topographic maps show ground elevations at the site at around 330 to 360 feet above mean sea level. With recent grading activities, ground elevations are approximately 365 feet above mean sea level at the southwestern corner, 333 feet above mean sea level at the southeastern corner, and 353 feet above mean sea level at the northeastern corner. North of the site is Melrose Drive, with single-famiy residences and commercial buinesses farther north. West of the site is Corintia Street, with single-family residences located across the street. East of the site is undeveloped land and Rancho Santa Fe Road and south of the site is undeveloped land and the Meadowlark Water Reclamation Facility. Climate San Diego County has a semi-arid coastal climate, with rainfall averaging 10 inches along the coast and 16 inches near the foothills. Winds consist of a gentle, onshore breeze from the west and northwest, which maintain clear skies throughout most days of the year. Pollutants generated near the coastal areas are blown inland towards the mountains during the day, with the nighttime breeze blowing them back to the coast. Annual rainfall in the project area is estimated by the Western Regional Climate Center at an average of 13.22 inches in Vista and 8.55 inches in Lockwood Mesa, based on historic rainfall data from 1971 to 2000. The rainfall isopluvial maps for San Diego County show the 100-year design rainfall depth in the project area to be 2.8 inches. Soils and Groundwater The project site is located in the Peninsular Ranges in the Southern California region. Specifically, the site is at the foothills that border the eastern edge of the narrow coastal plain adjacent to the mountainous terrain to the east. The on-site soils consist mainly of fine to coarse grained silty sands with low to moderate potential for expansion and negligible sulfate potential. The site is underlain at depth by granitic bedrock that is overlain by sandstones and siltstones of the Santiago Formation. Overlying the bedrock units are alluvium and recently placed deposits of undocumented fill materials. The topsoils consist of reddish brown clayey sands, approximately 1 to 2 feet in depth, and are moist and stiff. These soils are rooted and contain common gravels and cobbles. The undocumented fill is found in the western portion of the site and varies from fine to coarse grained tan to gray silty sands to sandy clays that are DR Norton Section II La Costa 2.6 SWMP_080608.doc Page 3 August 2008 Storm Water Management Plan La Costa Ridge Neighborhood2.6 slightly moist to moist and loose to moderately firm. The fill is approximately 1 to 1.5 feet thick at the southwestern corner and 12 feet thick at the central portion of the site. Undocumented fill is also found at the eastern section of the site and consists of construction debris (soil, asphaltic concrete, concrete, and rocks up to 3 feet in size) from the construction of Rancho Santa Fe Road. The potential for surface rupture, liquefaction, seiche, tsunamis and earthquake-induced landsliding and flooding are considered low to extremely low at the site. During soil borings, groundwater was encountered at 14.5 feet and 20 feet below the ground surface at the site, with seepage at 19 feet at one location. Groundwater is expected to be found approximately 14 to 20 feet below the ground surface. There are no groundwater reservoirs or recharge facilities near the site. Also, there are no environementally sensitive areas on or immediately adjacent to the site. Existing Stormwater Flows Runoff from adjacent areas to the west is currently discharged into the site at two locations. A 48-inch reinforced concrete pipe (RCP) discharges stormwater from the nearby La Costa Neighborhod 2.5 into the southwestern section of the site. This RCP drains an approximately 68.4-acre area generally west of the site and conveys a 100-year peak flow of 154.0 cubic feet per second (cfs). A Vortechs 9000 filtration vault has been provided at the end of the RCP and on the southwestern corner of the site, with runoff from the vault flowing easterly across the site and eventually discharging into San Marcos Creek near the southeastern corner of the site. An existing 24-inch storm drain line also discharges runoff from areas to the west into the western central section of the site. The stormwater from the 24-inch outlet runs along a drainage swale crossing the central portion of the site to a drainage channel at the eastern edge of the site near Rancho Santa Fe Road, which flows toward San Marcos Creek. The project site is vacant and most runoff percolates into the ground. Runoff generally sheet flows easterly toward the southeastern corner of the site and into a drainage channel that flows southerly and discharges into San Marcos Creek. A small area at the northeastern section of the site drains northerly toward Corintia Street and enters an existing 36-inch RCP in Corintia Street. This line connects to a 48-inch line that runs southeasterly toward San Marcos Creek. A confluence/trap channel structure and trapezoidal channel were recently constructed near the southeastern corner of the site to accommodate stormwater flows from areas to the north and northeast and directing them south toward San Marcos Creek. Regional Hydrology San Marcos Creek flows southwesterly near the southeastern and southern boundaries of the site. This creek eventually discharges into Batiquitos Lagoon and the Pacific Ocean. San Marcos Creek is part of the Carlsbad Hydrologic Unit of the San Marcos Hydrologic Area and the Batiquitos Subarea (Basin Number 904.51). Figure 3 shows the project site location within the Carlsbad Hydrologic Unit. San Marcos Creek and the Batiquitos Lagoon are not listed as Clean Water Act Section 303(d) impaired water bodies. The project site is not located within the tributary area of a Section 303(d) impaired water body. However, the Pacific Ocean Shoreline within the San Marcos Hydrologic Area is listed as impaired for bacterial indicators, with the impairment located at Moonlight State Beach, south of Batiquitos Lagoon. DR Morton Section II La Costa 2.6 SWMP_080608.doc Page 4 August 2008 Storm Water Management Plan La Costa Ridge Neighborhood2.6 The Water Quality Control Plan for the San Diego Basin lists the beneficial uses for San Marcos Creek , which include agricultural water supply (AGR), contact and non-contact recreational uses (REC-1 and REC- 2), warm freshwater habitat (WARM), and wildlife habitat (WILD). Beneficial uses for Batiquitos Lagoon include contact and non-contact recreational uses(REC-l and REC-2), biologically sensitive habitat (BIOL), estuarine habitat (EST), wildlife habitat (WILD), sensitive species habitat (RARE), marine habitat (MAR), migration (MIGR) and spawning/reproduction (SPWN). Attachment B includes the list of 303(d) impaired water bodies and the beneficial uses for surface and coastal waters in the San Diego River watershed. There are no Regional Water Quality Control Board special requirements for San Marcos Creek and the Batiquitos Lagoon. Also, no Total Maximum Daily Limits (TMDLs) have been established for these water bodies. Water quality objectives for San Marcos Creek are provided in Attachment B. DR Morton Section II La Costa 2.6 SWMP_080608.doc Page 5 August 2008 Storm Water Management Plan La Costa Ridge Neighborhood2.6 Figure 1 Vicinity Map • * • • ,- ^W'vVx'-^^^^xX. •>-.=-:•;:- : • Vf4xMI^^%»;- - Jf j^^r*^M'^iV"-'^-* ^'i r -f.-- ---=" Vlf^>^'vv^~:^x--":^^?^a x *R'-, ": ;*^ft1^"^^Y..\ :/,''.\^-^'t' i/y'/^-^Vr -.1 L Source: USGS Rancho Santa Fe Quadrangle, 1980 DR Norton La Costa 2.6 SWMP_080608.doc August 2008 Section II Page 6 Storm Water Management Plan La Costa Ridge Neighborhood2.6 Figure 2 Site Location PROJECT SITE MelrOSeDf /f .'' DR Norton La Costa 2.6 SWMP_080608.doc August 2008 Section II Page? Storm Water Management Plan La Costa Ridge Neighborhood2.6 Figure 3 Carlsbad Watershed OCEANSJDE C^ttM •—J\v c -/.,„...,. Ko:Nt*io i5fMt4«.i If * PROJECT SITE Source: San Diego Region Hydrologic Basin Plan Area Map, 1995 t N DR Morton La Costa 2.6 SWMP_080608.doc August 2008 Section II PageS Stormwater Management Plan La Costa Ridge Neighborhood2.6 Section III Project Description and Potential Pollutants Project Description The project site is a 10.8-acre vacant parcel that is proposed for development as Neighborhood 2.6 of the La Costa Ridge community. The proposed Neighborhood 2.6 development would feature 53 residential lots for detchaed single-family homes, a recreation area, trails, and common open space on the site. A local street would loop within the site, with two access roads tying into Corintia Street. The portion of Melrose Drive at the northeastern section of the site would be abandoned. Figure 4 shows the site plan for the project. Wastewater from indoor activities at the indvidual residences would be directed into the public sewer system. However, outdoor activities at the residecnes and common areas could generate pollutants that could enter the storm drain system during storm events or could generate wastewater that would be disposed into the storm drain system. These activities include: * Fertilizer and pesticide use * Lawn maintenance * Concrete mortar use * Vehicle cleaning and other outdoor cleaning activities * Motor oil change and other auto repair activities * Overflows of irrigation water * Driveway, garage, and walkway washdowns * Pet waste * Leaking vehicles * Draining of water from swimming pools and spas Pollutants of Concern Pollutants of concern include the following: • Sediments - Sediments are solid materials that are eroded from the land and then transported or deposited by wind, water, ice, or gravity to another location. Sediments can increase turbidity, clog fish gills, reduce spawning habitat, lower young aquatic organisms survival rates, smother bottom dwelling organisms, and suppress aquatic vegetation growth. • 'Nutrients - Nutrients are inorganic substances, such as nitrogen and phosphorus, commonly found in mineral salts that are dissolved or suspended in water. Excessive discharge of nutrients to water bodies and streams causes excessive aquatic plants and algae growth and lead to excessive decay of organic matter in the water body, loss of oxygen in the water, release of toxins in sediment, and the eventual death of aquatic organisms. Primary sources of nutrients include fertilizers and eroded soils. • Heavy Metals - Metals in stormwater typically come from commercially available metals and metal products. Metals of concern include cadmium, chromium, copper, lead, mercury, and zinc. Lead and chromium are used as corrosion inhibitors in primer coatings and cooling tower systems. Metals are also used as raw material components in non-metal products such as fuels, adhesives, paints, and other coatings. At the low concentrations naturally occurring in soil, metals may not be toxic. However, at DR Morton Section III La Costa 2.6 SWMP_080608.doc Page 9 August 2008 Storm Water Management Plan La Costa Ridge Neighborhood2.6 higher concentrations, certain metals can be toxic to aquatic life. Humans can also be impacted from contaminated groundwater resources and the bioaccumulation of metals in fish and shellfish. • Organic Compounds - Organic compounds are carbon-based substances generally found in pesticides, solvents, and hydrocarbons. Organic compounds can, at certain concentrations, indirectly or directly constitute a hazard to life or health. When rinsing off objects, toxic levels of solvents and cleaning compounds can be discharged to storm drains. Dirt, grease, and grime retained in the cleaning fluid or rinse water may also adsorb levels of organic compounds that are harmful or hazardous to aquatic life. • Trash and Debris - Trash includes paper, plastic, polystyrene packing foam, and aluminum materials, and other solid wastes and biodegradable organic matter such as leaves, grass cuttings, and food wastes from landscaped areas. The presence of trash and debris impacts the recreational value of a water body and aquatic habitat. Trash and organic matter affect water quality by increasing biochemical oxygen demand. The presence of excessive organic matter in stagnant water can also lead to septic conditions and the growth of undesirable organisms and the release of odorous and hazardous compounds such as hydrogen sulfide. • Oxygen-Demanding Substances - Biodegradable organic material and chemicals react with dissolved oxygen in water to form oxygen-demanding substances. Proteins, carbohydrates, and fats are examples of biodegradable organic compounds that form ammonia and hydrogen sulfide, which are oxygen- demanding compounds. The oxygen demand of a substance can lead to depletion of dissolved oxygen in a water body and possibly the development of septic conditions. A reduction of dissolved oxygen is detrimental to aquatic life and can generate hazardous compounds such as hydrogen sulfides. • Oil and Grease - Oil and grease in water bodies decrease the aesthetic value of the water body, as well as the water quality. Primary sources of oil and grease are petroleum hydrocarbon products, motor products from leaking vehicles, esters, oils, fats, waxes, and high molecular-weight fatty acids. • Bacteria and Viruses - Bacteria and viruses are ubiquitous micro-organisms that come from animal or human fecal wastes. Water with excessive bacteria and virus levels can alter the aquatic habitat and create a harmful environment for humans and aquatic life. The decomposition of excess organic waste also causes increased growth of undesirable organisms in the water. • Pesticides - Pesticides, including herbicides, are chemical compounds commonly used to control nuisance growth or the prevalence of plant organisms. Relatively low levels of the active component of pesticides can result in aquatic toxicity. Excessive or improper application of a pesticide may also result in runoff containing toxic levels of its active ingredient. Anticipated Pollutants from the Project New developments generate urban runoff and pollutants that could enter the storm drain during rain events. Based on the SUSMP, pollutants that are expected to be generated by different land uses and development projects include sediments, nutrients, heavy metals, organic compounds, trash and debris, oxygen demanding substances, oil and grease, bacteria/viruses, and pesticides. As shown in the table below, the proposed residential development and the new streets that would be constructed on site would lead to the generation of various pollutants into the stormwater, such as sediments, nutrients, heavy metals, organic compounds, trash and debris, oxygen demanding substances, oil and grease, bacteria/viruses, and pesticides. DR Norton Section IV LaCosta2.6SWMP_080608.doc Page 10 August 2008 Storm Water Management Plan La Costa Ridge Neighborhood2.6 Project Categories Residential Development (Detached) Residential Development (Attached) Industrial/ Commercial Development (>1 00,000 ft2) Automotive Repair Shops Restaurants Hillside Development (>1 0,000 ft2) Parking Lots (>5,000 ft2) Streets/High ways/Freeways General Pollutant Categories Sediments X X p(i) X p(i) X Nutrients X X pO) X p(i) p(i> Heavy Metals X X X Organic Compounds p(2) X(4,5) X<4) Trash & Debris X X X X X X X X Oxygen Demanding Substances X p(i) p(5) X X p(1) p(5) Oil& Grease X p(2) X X X X X X Bacteria/ Virus X p(i) p(3) X Pesticides X X p(5) X p(1) X = Anticipated P = Potential (1) A potential pollutant if landscaping is present on site. (2) A potential pollutant if the project includes uncovered parking areas. (3) A potential pollutant if land use involves food or animal waste products. (4) Including petroleum hydrocarbons. (5) Including solvents. Pollutants in Receiving Waters Pollutants that would be generated by the on-site residential uses and activities could enter the storm drain system and affect water quality at dowsnstream water bodies, including San Marcos Creek and the Batiquitos Lagoon. As stated earlier, the San Marcos Creek and the Batiquitos Lagoon are not impaired water bodies and there are no environmentally sensitive areas near the site. However, water in the Batiquitos Lagoon goes into the Pacific Ocean, where the shoreline within the San Marcos Hydrologic Area is listed as impaired for bacterial indicators. Thus, the bacteria and viruses that would be generated by the proposed residential development and that would enter the stormwater would add to the impairment of water quality in the Pacific Ocean. Thus, bacteria is a primary pollutant of concern. Secondary pollutants of concern that would be generated by the project include: sediments, nutrients, heavy metals, organic compounds, trash and debris, oxygen demanding substances, oil and grease, and pesticides. These pollutants could affect beneficial uses at San Marcos Creek, the Batiquitos Lagoon, and the Pacific Ocean. BMPs would have to be implemented on-site to reduce pollutants entering the stormwater to the maximum extent practicable, as required under the City's SUSMP. DR Horton La Costa 2.6 SWMP_080608.doc August 2008 Section IV Page 11 Storm Water Management Plan La Costa Ridge Neighborhood 2.6 Conditions of Concern The project site is located at the eastern section of the City of Carlsbad, which features a gently sloping terrain. The La Costa Ridge development has lead to the recent construction of various residential and commercial structures in the area, including improvements to roadways and utility infrastructure systems. The site is known as Neighborhood 2.6 and is located north of San Marcos Creek, the main drainage channel for the area. The proposed Neighborhood 2.6 residential development has been considered in the overall design and master plan for development of the area, including the infrastructure master plan for La Costa Ridge. A Preliminary Hydrology Study for the Villages of La Costa - The Ridge and The Oaks was prepared by Hunsaker and Associates in April 2001. The study estimates runoff from the larger La Costa Ridge development. A Mass Grading Hydrology Study for the Villages of La Costa Neighborhoods 2.1 to 2.5 was also prepared in January 2004. The hydrology study by Hunsaker and Associates (Tentative Map Drainage Study for La Costa Ridge Neighborhood 2.6 - May 2006) shows that upstream runoff flows are approximately 154.0 cubic feet per second (cfs) and post-project (developed) runoff flows would increase to 174.5 cfs. This includes upstream runoff flows that would continue to be passing through the southern section of the site flows from the west that would join with on-site flows. The drainage area would increase to 77.1 acres and on-site 100-year peak flows would be 174.5 cfs. A Drainage Study was also prepared by David Evans and Associates, based on the final grading and engineering plans for the project. Runoff from the undeveloped site is estimated at 7.0 cfs and runoff from the developed site at 15.5 cfs. With runoff combined with the upstream flows that enter the site, the 100-year peak flows would e 169.5 cfs. The increases in runoff volumes due to the addition of impervious areas on the site have been accounted for in the storm drainage system. Pollutants that would be generated by the project would be addressed by on-site treatment systems. Runoff from the site would pass through inlet filters for the removal of sediment and trash and debris and subsequently into a CDS unit for the separation of sediments, trash, floatable debris, oil and grease from the runoff or through the vegetated swale for the removal of sediments, trash and oil and grease. Thus, runoff would be subject to two phases of pollutant removal and treatment, prior to off-site discharge. From the CDS unit or vegetated swale, flows would be conveyed into the 48-inch storm drain line that would connect to a trapezoidal channel, just south of the off-site trap channel structure, before entering the San Marcos Creek. No additional conditions of concern are present or expected on the site or downstream of the site. Field reconnaissance of the site and the surrounding area did not identify the presence of undercutting erosion, slope instability, vegetative stress, or habitat alteration due to upstream development. Proposed Storm Drainage The Drainage Study for La Costa Ridge 2.6 indicates that the drainage area of the site and upstream areas (Neighborhood 2.5) include a total of 77.4 acres, with a 100-peak flow of 169.5 cfs. Approximately 68.4 acres of drainage area and a peak flow of 154.0 cfs is attributed to the La Costa Ridge Neighborhood 2.5 development, located southwest of the site. DR Horton Section IV La Costa 2.6 SWMP_080608.doc Page 12 August 2008 Storm Water Management Plan La Costa Ridge Neighborhood2.6 The proposed project would retain the general drainage patterns in the area, except for the northern of the site. A Vortechs 9000 filtration vault is located near the western boundary of the site and treats stormwater flowing within the 48-inch RCP that discharges into the southwestern corner of the site. A 48-inch underground line would be provided to convey treated flows from the vault easterly toward the trapezoidal channel, south of the trap structure, near the southeastern corner of the site. The trap structure and traperzoidal channel discharge stormwater into San Marcos Creek, approximately 220 feet to the south. Flows within the site would be directed into the gutters of the internal street and flowing toward the southeastern corner toward the CDS unit, pervious concrete gutter or the vegetated swale. Stormwater in the CDS unit and vegetated swale would be conveyed into the 48-inch line (converging with off-site flows) that would connect to the trapezoidal channel, just south of the confluence/trap channel structure, located near the southeastern corner of the site. The 24-inch storm drain pipe that discharges at the western boundary of the site would be diverted to discharge runoff into proposed catch basins along Corintia Street, with flows going into a storm drain pipe that would run into the site and northeasterly and southerly along the internal street at the site and connecting a Continuous Deflection System (CDS) unit proposed at the southeastern section of the site. The northeastern section of the site would no longer drain into Corintia Street but would be graded to have runoff flowing southerly on gutters of the internal street toward a vegetated swale within the recreation area at the southeastern corner of the site. Figure 5 shows the proposed storm drainage system on and near the site. DR Horton Section IV La Costa 2.6 SWMP_080608.doc Page 13 August 2008 Storm Water Management Plan La Costa Ridge Neighborhood 2.6 Figure 4 Proposed Tract Map/Site Plan DR Horton La Costa 2.6 SWMP_080608.doc August 2008 Section IV Page 14 Storm Water Management Plan La Costa Ridge Neighborhood 2.6 Figure 5 Proposed Storm Drainage ^ upstreaift- ,' N \ X^lows/ /\ \ y \< ^ \ Trap Structure Trapezoidal Channel DR Morton La Costa 2.6 SWMP_080608.doc August 2008 Section IV Page 15 Storm Water Management Plan La Costa Ridge Neighborhood2.6 Section IV Best Management Practices (BMPs) Best Management Practices (BMPs) will be implemented as part of the project to comply with the City of Carlsbad's SUSMP Stormwater Standards Manual and to reduce the potential for pollutants to enter the storm drain system. These include the implementation of temporary BMPs during construction activities at the project site and permanent post-construction BMPs for long-term management of stormwater pollutants. Construction BMPs For development projects disturbing one acre or more of land, a Stormwater Pollution Prevention Plan (SWPPP) is required under the National Pollutant Discharge Elimination System (NPDES) General Permit for Construction Activity, as regulated by the California State Water Resources Control Board (SWRCB) and local jurisdictions. A Stormwater Pollution Prevention Plan (SWPPP) was prepared for mass grading activities at the La Costa Ridge development. A SWPPP was also prepared to address grading operations at the Neighborhood 2.6 site. Subsequently, the SWPPP for grading operations was revised to addressed the proposed construction actitivites on-site. The revised SWPPP for the La Costa Ridge Neighborhood 2.6 project identifies the Best Management Practices (BMPs) that would be implemented during all phases of construction. The SWPPP is provided under separate cover. As outlined in the SWPPP, the construction of the proposed project would include implementation of several erosion control, sediment control, tracking control, wind erosion control, waste management and non- stormwater management control BMPs. Specifically, these include the provision of silt fences, gravel bag berms, check dams, inlet protection, stabilized entrances/exits, soil binders on slopes, concrete waste management practices, and other on-site stormwater pollutant control measures. These BMPs have been developed in accordance with Section IV of the the City's SUSMP Stormwater Standards Manual. Also, as a High Priority Construction Project (disturbance of 5 acres or more), the proposed devleopment will be subject to greater inspection frequency by City staff. Post-Construction BMPs Post construction BMP requirements for the project are identified in Table 1 of the SUSMP Stormwater Standards Manual. Review of this table shows that the proposed La Costa Ridge Neighborhood 2.6 residential development is required to implement Site Design BMPs, Source Control BMPs, and one or more applicable or appropriate Treatment Control BMP, as well as BMPs applicable to Priority Projects, specifically to address stormwater pollutants from private roads, residential driveways and guest parking areas, and hillside landscaping. Table 1 of the SUSMP Stormwater Standards Manual is provided below. The proposed project would implement the applicable BMPs as part of the residential development, including the provision of inlet/outlet filters, a continuous deflection system (CDS) unit and a vegetated swale for the treatment of stormwater before its discharge into San Marcos Creek. DR Norton Section IV La Costa 2.6 SWMP_080608.doc Page 16 August 2008 Storm Water Management Plan La Costa Ridge Neighborhood2.6 Storm Water Standards 4/03/03 Table 1. Standard Development Project & Priority Project Storm Water BMP Requirements Matrix. Standard Projects Site Design BMPsm R Source Control BMPsM R BMPs Applicable to Individual Priority Project Categories®a. Private Roadso b. Residential Driveways &Guest Parkingo c. Dock Areaso d. Maintenance Bayso e. Vehicle Wash Areaso f. Equipment Wash Areaso g. Outdoor Processing Areaso %(D *< CD 1D- 1CO _ci O GOCO O5d "05 LJ_ O j. Hillside Landscapingo Treatment Control BMPsO> O Priority Projects: Detached Residential Development Attached Residential Development Commercial Development >1 00,000 W Automotive Repair Shop Restaurants Hillside Development >5,000 ft2 Parking Lots Streets, Highways & Freeways R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R R(5) R R R S S S S S S S S R = Required; select one or more applicable and appropriate BMPsfrom the applicable steps in Section III.2.A-D, or equivalent as identified in Appendix C. O = Optional/ or may be required by City staff. As appropriate, applicants are encouraged to incorporate treatment control BMPs and BMPs applicable to individual priority project categories into the project design. City staff may require one or more of these BMPs, where appropriate. S = Select one or more applicable and appropriate treatment control BMPs from Appendix C. (1) Refer to Section III.2.A. (2) Refer to Section III.2.B. (3) Priority project categories must apply specific storm water BMP requirements, where applicable. Priority projects are subject to the requirements of all priority project categories that apply. (4) Refer to Section III.2.D. (5) Applies if the paved area totals >5,000 square feet or with >15 parking spaces and is potentially exposed to urban runoff. DR Morton La Costa 2.6 SWMP_080608.doc August 2008 Section IV Page 17 Storm Water Management Plan La Costa Ridge Neighborhood2.6 The preservation of natural areas and natural drainage patterns is often seen as the primary control of stormwater pollution. However, urban development necessarily means the disturbance of undeveloped areas and changes to existing drainage systems. The project site has been planned for development under the Master Plan for the Villages of La Costa Ridge and thus, is highly disturbed due to past mass grading and imported soil filling activities. There are no natural areas to conserve on the site. Slopes and other open areas within La Costa Ridge would be preserved but are not located on-site. Runoff from the site would continue to be discharged into San Marcos Creek, Batiquitos Lagoon and the Pacific Ocean, as existing. The drainage patterns on the site would also be largely retained, within runoff flowing easterly toward the southeastern corner of the site. However, flows from the northern portion of the site will be redirected south, instead of first flowing northeasterly on Corintia Street before flowing southerly on Ranch Snata Fe Road. A. Site Design BMPs Standard Site Design BMPs call for the maintenance of pre-development rainfall runoff characteristics and the protection of slopes and channels. Compliance of the proposed project with the recommended concepts are discussed below: Site Design BMPs Concept Brief Description of Method Maintain Pre-Development Rainfall Runoff Characteristics 1. Minimize Impervious Footprint by increasing building density, use of permeable surfaces, minimum width pavements, and minimal impervious surfaces. The proposed development would include two-story homes to reduce the building footprint and a minimum internal street width of 45 feet. Pervious concrete has been proposed for the curb and gutter to minimize impervious surfaces. 2. Conserve Natural Areas by clustering and use of natural drainage systems There are no natural areas on the site, but slopes would be maintained at the southern and eastern boundaries of the site and an approximately 7,307-square-foot open recreation area provided at the southeastern section of the site. Drainage would be through curbs and gutters and underground lines, with a vegetated swale provided at the southeastern section. 3. Minimize Directly Connected Impervious Areas Runoff from the rooftops of residences at the site would drain into adjacent landscaped yards and setbacks. Runoff from the northern and southern sections of the site would pass through a vegetated swale prior to conveyance to the underground storm drain line. 4. Maximize Canopy Interception and Water Conservation Landscaping would be provided at the front yards to consist of drought tolerant trees and shrubs, in accordance with the City's Landscape Manual. DR Morton La Costa 2.6 SWMP_080608.doc August 2008 Section IV Page 18 Storm Water Management Plan La Costa Ridge Neighborhood 2.6 Site Design BMPs Concept Protect Slopes and Channels 5. Convey Runoff Safely from the tops of slopes 6. Vegetate Slopes with native and drought tolerant vegetation 7. Stabilize Permanent Channel Crossings 8. Install Energy Dissipaters Brief Description of Method Runoff from the top of slopes at the southern and eastern boundaries would flow into v-ditches and directed southerly and easterly toward the southeastern section of the site for discharge into the trapezoidal channel at the trap structure at this location. Slopes would be planted with drought tolerant vegetation, in accordance with the City's Landscape Manual. No channel crossings are proposed with the project. The inlet to the vegetated swale will handle minimal flows and no energy dissipater would be provided. The outlet of the proposed 48-inch drain would connect to an existing trapezoidal channel and trap structure. B. Source Control BMPs Standard Source Control BMPs call for the design that reduces pollution introduction, use of efficient irrigation systems, and stormwater conveyance system signage. Compliance of the proposed project with the recommended concepts are discussed below: Source Control BMPs Concept Brief Description of Method Design Outdoor Material Storage Areas to reduce Pollution Introduction 9. Hazardous materials shall be placed in an enclosure or protected by secondary containment. Hazardous materials used in the residential development would be limited to household quantities used by individual households. These are expected to be stored within proposed residences and garages. Design Trash Storage Areas to reduce Pollution Introduction 10. Trash storage areas shall be paved and contain attached lids. Detached residential developments are excluded from this BMP since no trash storage areas would be provided. Rather, individual households would be provided with plastic bins with covers. Use Efficient Irrigation Systems and Landscape Design 1 1 . Employ rain shutoff devices to prevent irrigation during precipitation. 12. Design irrigation system to specific water requirements. Irrigation systems at individual lots and at the open recreation areas would consist of automatic timer systems with rain shutoff devices, consistent with the City's Landscape Manual. Efficient irrigation systems with automatic controllers, programmable irrigation times, and manual shutoff controls would be provided at individual lots, common slopes, and the open recreation area, consistent with the City's Landscape Manual. DR Horton La Costa 2.6 SWMP_080608.doc August 2008 Section IV Page 19 Storm Water Management Plan La Costa Ridge Neighborhood 2.6 Source Control BMPs Concept Brief Description of Method Provide Storm Water Conveyance System Stenciling and Signage 13. Provide concrete stamping of inlets and catch basins 14. Post signs to prohibit illegal dumping. Inlets and catch basins will be stenciled with "No Dumping - I Live Downstream " or other signage, as approved by the City Engineer. NO DUMPING ^k 1 LIVE DOWNSTREAM Signs would be posted at the open recreation area and at the trail along the southern boundary of the site that prohibit illegal dumping. C. BMPs applicable to individual Priority Project Categories: As identified in Table 1 above, the project would need to implement BMPS related to the prevention of stormwater pollutants from private roads, residential driveways and guest parking areas, and hillside landscaping. Compliance of the proposed project with the recommended concepts are discussed below: BMPs Applicable to Priority Projects Concept 15. Private Roads - Private roadway drainage shall incorporate a rural swale system, urban curb/swale system, dual drainage system, or other treatment control BMP. 16. Driveways shall have shared access, flared entrance, wheelstrips, or designed to drain into landscaping. 1 7. Uncovered temporary or guest parking shall be paved with permeable surface or designed to drain into landscaping 18. to 28. 29. Hillside areas shall be landscaped with deep-rooted drought tolerant plant species. Brief Description of Method The proposed project would feature a dual drainage system with street flows going into catch basins and into a filtration unit or into a vegetated swale, prior to off-site discharge. Some driveways on the site will have shared approaches. A 6-space guest parking lot would be provided at the southwestern section of the site. This parking area will be paved with impervious regular asphalt. Not applicable Slopes and the open recreation area would be planted with drought tolerant vegetation, in accordance with the City's Landscape Manual. D. Treatment Control BMPs As identified in Table 1 above, the project would need to implement one or more applicable and appropriate Treatment Control BMPs to infiltrate, filter and/or treat runoff from the project. Compliance of the proposed project with the City's criteria are discussed below: DR Horton La Costa 2.6 SWMP_080608.doc August 2008 Section IV Page 20 Storm Water Management Plan La Costa Ridge Neighborhood 2.6 Treatment Control BMPs Criteria A All structural treatment control BMPs shall infiltrate, filter, and/or treat the required runoff volume or flow prior to discharging to any receiving water body supporting beneficial uses. Selection of the Treatment Control BMPs for the project was based on the primary and secondary pollutants of concern that would be generated by the project. As provided in Table 4 of the SUSMP Stormwater Standards Manual, bacteria from the proposed residential development, a primary pollutant of concern, would be subject to high removal efficiency with infiltration basins. However, the presence of groundwater within 14 feet of the ground surface precludes the use of infiltration basins. Thus, the stormwater would be subject to hydrodynamic separator CDS unit, catch basin filters, pervious gutter, and a vegetated swale. The secondary pollutants of concern from the proposed project would be subject to different removal efficiencies with different BMPs. Table 4. Structural Treatment Control BMP Selection Matrix. Pollutant of Concern Sediment Nutrients Heavy Metals Organic Compounds Trash & Debris Oxygen Demanding Substances Bacteria Oil & Grease Pesticides ^ — --^ Treatment Control BAJP-eategories ,. — -^ (Biofilters ^ir" L M U L L U M U ^Detention ' Basins H M M U H M U M U Infiltration Basins!1' H M M U U M H U U Wet Ponds dr WeUands \ H M H U U M U U U Drainage v Inserts ^Tr"" L L L M L L L L ] Filtration/ H M H M H M M H U Hydrodynamic ^ Separator Systems!2), \^_ M / L L L M L L L L (1) Including trenches and porous pavement. (2) Also known as hydrodynamic devices and baffle boxes. L: Low removal efficiency M: Medium removal efficiency H: High removal efficiency U: Unknown removal efficiency Sources: Guidance Specifying Management Measures for Sources of Nonpoint Pollution in Coastal Waters (1993), National Stormwater Best Management Practices Database (2001), and Guide for BMP Selection in Urban Developed Areas (2001). Based on these considerations and site characteristics, the proposed La Costa Ridge Neighborhood 2.6 would include a combination of drainage inserts, biofilters (vegetated swale) and a hydrodynamic separator system (CDS unit) as treatment control BMPs. Figure 6 shows the location of the proposed treatment control BMPs on the site. Runoff from the northern and western sections of the site would flow south and southeasterly along the curbs and gutters of the internal street, toward the southeastern section of the site. The inlets at this location would be equipped with Fossil Filter Flo-Gard Plus Catch Basin Filter Inserts manufactured by Kristar Enterprises. These media filters are being installed to collect floatable debris, sediments, and grease and oil that may come off from the driveways and internal street and keep it from entering San Marcos Creek and downstream water bodies. The Fossil Filter Flo-Gard Catch Basin Inserts consist of sorbent filter medium that would absorb pollutants from the runoff, such as debris, silt, heavy metals, gasoline, anti-freeze, and hydrocarbons from low Section IV Page 21 DR Morton La Costa 2.6 SWMP_080608.doc August 2008 Storm Water Management Plan La Costa Ridge Neighborhood2.6 (first flush) flows. A high-flow bypass would allow the filter to retain sediment and larger floatables (debris and trash), while allowing sustained maximum design flows during heavy rainfalls. Attachment C provides the Fossil Filter Insert information. From the northern catch basin inlet, stormwater would go into a Continuous Deflection System (CDS) unit. The CDS unit would remove sediments, trash, floatable debris, oil and grease from the runoff. CDS Model PMSU20_15 would be utilized. Attachment D provides details for the CDS unit. Runoff from the eastern and southern sections of the site would flow along curbs and gutters, passing through a under sidewalk drain before going into a vegetated swale to be provided along the northern boundary of the recreation area that would be located at the southeastern corner of the site. The vegetated swale would remove sediments, trash and oil and grease from the runoff, prior to entering the storm drain line that conveys runoff off-site and into San Marcos Creek. The vegetated swale would be planted with grass, which is designed to remove suspended solids and metals (such as lead and zinc). This swale would have a trapezoidal cross section, with a 12-foot minimum top width and a 4-foot wide bottom. It would be approximately 80 feet long and a minimum of 12 inches deep, with a 3:1 side slope. The swale would have a slope of 1.5 percent and would have its eastern end 6 inches lower than the outlet pipe. The lower eastern end of the swale would allow for increased contact time, improved pollutant settlement, and increased ground percolation. The swale would treat 0.59 cfs of stormwater. Attachment E provides the details for the vegetated swale. About 200 ft long pervious concrete curb and gutter is proposed on both sides of catch basin and under sidewalk drain to promote filtration of low flow. Attachment G provides the details for the pervious concrete curb and gutter. Criteria B Multiple post-construction structural treatment control BMPs for a single priority project shall be collectively designed to comply with the numeric sizing treatment standards. The SUSMP identifies treatment standards for both volume-base and flow-based systems as follows: * Volume-based BMPs shall be designed to mitigate (infiltrate, filter, or treat) the volume of runoff produced from a 24-hour 85th percentile storm event, as determined from isopluvial maps contained in the County of San Diego Hydrology Manual. * Flow-based BMPs shall be designed to mitigate (infiltrate, filter, or treat) the maximum flow rate of runoff produced from a rainfall intensity of 0.2 inch of rainfall per hour for each hour of a storm event. The proposed treatment control BMPs are flow-based and according to the sizing treatment standards above, a total first flush of 0.95 cfs would require treatment, with 0.59 cfs from the western section, through and to the inlet at the end of the swale and 0.36 cfs from the northern section of the site. The Flo-Gard Plus Catch Basin Filter Insert that would be provided at the western flat grated inlet at the end of the swale will need to treat 0.61 cfs (0.59 cfs already pre-filtered by the swale). The proposed FGP-3648F filter would fit a 36 inches by 48 inches inlet and has capacity to treat a filtered flow of 3.2 cfs and a total bypass capacity of 11.5 cfs. A storage capacity for solids of 6.8 cubic feet would also be available. The northern curb inlet will need to treat 0.36 cfs, which is less than the capacity of the smallest Flo-Gard Plus Catch Basin Filter Insert of 0.8 cfs. Using the chart for the flow capacity for the Fossil Filter Flo-Gard Plus Catch Basin Filter Inserts, as provided in Attachment C, a minimum 30-inch inlet could be provided at the catch basins on the site. This FGP30C1 filter would have capacity to treat a filtered flow of 1.0 cfs and a DR Horton Section IV La Costa 2.6 SWMP_080608.doc Page 22 August 2008 Storm Water Management Plan La Costa Ridge Neighborhood2.6 total bypass capacity of 6.7 cfs. A storage capacity for solids of 1.1 cubic feet would also be available for this insert. Thus, these filters will treat more than the first flush runoff from the site. The CDS unit will need to treat 0.36 cfs of runoff (already pre-filtered at the curb inlet). Based on CDS information, a PMSU20_15 inline unit could be utilized, which has capacity for 0.7 cfs, 0.5 mgd or 0.02 cubic meters per second. Attachment D provided more detail on the CDS unit. The proposed vegetated swale would have to treat 0.59 cfs, but flows through the swale will be then routed to the flat grated inlet at the end of the swale. The filter systems with the CDS unit and vegetation swale providing secondary treatment would treat a total of 5.5 cfs of initial flows. These volumes are greater than the runoff produced from a rainfall intensity of 0.2 inch of rainfall per hour for each hour of a storm event, which is calculated at 0.95 cfs. Landscaped areas within individual lots would also allow for infiltration of irrigation water and rainfall. These areas would cover approximately 30 to 50 percent of each lot. Criteria C Shared storm water BMPs shall be operational prior to the use of any dependent development or phase of development. The shared BMPs shall only be required to treat the dependent developments or phases of development that are in use. The on-site storm drain system would be built as part of the roadway and infrastructure improvements that would be complted prior to constuction of the residences. Fossil Filter units would be placed in the inlets prior to the occupancy of the first residence on the site. The CDS unit would treat the on-site runoff, as well as the runoff from the development to the west. The runoff from Neighborhood 2.5 would be treated by a filtration unit at the southwestern corner of the site, prior to its conveynace into the 48-inch storm drain line on the site. Criteria D Interim storm water BMPs that provide equivalent or greater treatment than is required, may be implemented by a dependent development until each shared BMP is operational. If interim BMPs are selected, the BMPs shall remain in use until permanent BMPs are operational. Stormwater from upstream areas are discharged into the site through existing 48-inch and 24-inch lines. Stomrwater from these lines were subject to ground percolation at the site, with outlet proection devised provided at the outlets and check dams and gravel bag berms provided along the drainage swales to remove pollutants and slow down stormwater flows throguh the site. A Vortechs 9000 filtration vault has been installed at the southwestern section of the site to treat off-site flows from the 48-inch line. The 24-inch line would be extended into the site and conveyed into the CDS unit proposed at the southeastern section of the site. No other interim BMPs are proposed on-site. Also, no interim BMPs are proposed for use by the proposed reisdential development. Also, no downstream treatment control BMPs would be used to treat stormwater from the site. However, construction BMPs have been implemented at the site as part of past and ongoing grading operations amd will be implemented during the construction of the resdiential tract and single-family homes. DR Horton Section IV La Costa 2.6 SWMP_080608.doc Page 23 August 2008 Storm Water Management Plan La Costa Ridge Neighborhood2.6 Figure 6 Treatment Control BMPs X*. INLET I / FILTERS I / QTREAT=0.36 CFS Q100=6.64CFS VORTECHNICS FILTRATION VAULT CDS UNIT QTREAT=0.36 CFS , GRATE FILTER QTREAT=0.61 CFS Q100= 11.14 CFS AREA=5.32AC SWALE UNDER DRAIN +SWALE QTREAT=0.59CFS Q100=10.94 CFS AREA=5.15AC DR Morton La Costa 2.6 SWMP_080608.doc August 2008 Section IV Page 24 Stormwater Management Plan La Costa Ridge Neighborhood2.6 Section V Inspection/Maintenance Responsibility for BMPs The construction and provision of the structural BMPs will be the responsibility of Western Pacific Housing, as the owner of the project site. Once the on-site improvements are completed and the individual lots sold, the residents of the proposed La Costa Ridge Neighborhood 2.6 development would become part of the La Costa Ridge Homeowner's Association (HOA), which will be hiring a maintenance company to provide maintenance for the CDS unit, vegetated swale, and catch basin inlets at the project site. The CDS unit, vegetated swale, and catch basins filters will be subject to regular inspection and maintenance by a maintenance company hired by the La Costa Ridge HOA, as discussed below. Fossil Filter Maintenance Protocol The Fossil Filter Flo-Gard Plus Units will be subject to a minimum of three annual servicings. Typically, these are scheduled for October, January and April (i.e., before, during and after the rainy season). Each servicing shall include a visual inspection of the units and a full cleaning of the units to removes trash, debris and sediment captured in the filter liners. Each inspection shall include an evaluation of the Fossil Rock filter media pouches attached to the filter liner of the device. The "Fossil Rock" Packets shall be replaced at least once a year, and more frequently if hydrocarbon exposure is such that it renders the filter media ineffective. The Fossil Rock material shall be considered ineffective if more than 50 percent of the particle surfaces are soiled with grease, oil, or fine sediments. Grease and oil will have the tendency to collect on the outer exposed Fossil Rock particles. During inspection, the pouch should be massaged to mix the particles and bring unsoiled particles to the outer surface. If during this process, it is determined that less than 50 percent of the particles are unsoiled, the pouch can be replaced into the unit for further service. If more than 50 percent of the particles are soiled, the filter pouch shall be replaced. A supply of spare pouches shall be on-hand during each inspection so replacements can be made without delay. The manufacturer contact is: Kristar Enterprises P.O. Box 7352 Santa Rosa, CA 95407-0352 Tel. (800)579-8819 Tel. (707)524-8181 CDS Unit Maintenance Protocol New Installation Upon installation of the CDS unit, it will be necessary to check the condition of the unit after every runoff event for the first 30 days. Checking will include a visual inspection to ascertain that the CDS unit is functioning properly and measuring the amount of deposition that has occurred in the unit. This can be done with a "dip stick" that is calibrated so the depth of deposits can be tracked. Based on the behavior of the unit relative to storm events, inspections can be scheduled on projections of storm events and pollutant buildup. DR Morton Section V La Costa 2.6 SWMP_080608.doc Page 25 August 2008 Storm Water Management Plan La Costa Ridge Neighborhood 2.6 Inspections The frequency of cleaning of the CDS unit will depend upon the generation of trash, debris, and sediments from the site. Cleanout and preventative maintenance schedules will be based on operating experience. The unit should be periodically inspected to assure it is prepared to handle the anticipated runoff. These inspections shall occur prior to forecasted rains, after heavy rain events, and periodically (at least every 3 months) during the non-rainy season. The inspections would also assure the condition of the unit to handle anticipated runoff, such that through time as pollutant loadings are known, a preventative maintenance schedule can be developed based on actual runoff volumes processed. If the 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 drainage system to continue to function when the CDS is filled with captured material. The CDS unit will retain all of the captured pollutants during bypass. The CDS unit does not "wash out", nor do sediments become re-suspended. Maintenance Sump cleanout is a critical component of effective CDS operation. The sump is the depository for all settleable pollutants captured by CDS. At the City's discretion, the unit can be cleaned using a vacuum truck or a sump basket can be used. Clean out should occur from 2 to 4 times each year. Maintenance of the CDS unit will consist of cleaning out the sump on a seasonal basis and an annual inspection of the screen surface. Sump cleanout is typically the only requirement necessary to promote successful and efficient CDS operation. Once the access hatch into the CDS unit is opened, the maintenance crew will remove the contents of the sump and separation chamber using a vacuum truck or other means. The CDS screen and sump can then be visually inspected with ease for any remaining debris. Floatable debris, including oil and grease, should be removed and the sump cleaned when the sump is above 85% full. At least once a year, the unit should be pumped down and the screen inspected for damage and to ensure that it is properly fastened. Ideally, the screen should be power washed for the inspection. The manufacturer contacts are: CDS Technologies Inc. U.S. Corporate Office 16360 South Monterey Road Suite 250 Morgan Hill, CA 95037 phone: 800.469.7162 408.779.6363 fax: 408.782.0721 email: cds@cdstech.com Mark Cuneo, P.E. Los Angeles, California 3950 Long Beach Blvd Suite 100 Long Beach, CA 90807 phone: 562.424.6334 877.572.0330 fax: 562.424.8336 DR Horton Section VI La costa 2.6 swMp_o80608.doc Page 26 August 2008 Storm Water Management Plan La Costa Ridge Neighborhood2,6 Vegetated Swale Maintenance Protocol The vegetated swale would be subject to regular maintenance as part of the common area landscape management. The swale would be irrigated to maintain the grass growth throughout the year. The swale would also be regularly cleaned of accumulated debris to improve its pollutant removal capability. Slope erosion would be prevented by maintenance of vegetative cover along the slope sides. In order to minimize standing water within the swale, irrigation of the landscaped areas and the swale would be designed to prevent overflows. Pervious Concrete Maintenance Protocol The pervious concrete would be subject to quarterly vacuuming and pressure washing. Limitation of heavy traffic use and excluding heavy vehicles are recommended. Installation and Maintenance Costs • Fossil Filter The Fossil Filter Flo-Gard Plus Units by Kristar cost approximately $1,000 each with installation costs for a total of $2,000 for the two catch basin filter units at the site. (Steve Holtman - 800-579-8819). Maintenance would be provided three times year and would be provided by Kristar. This will include inspection, cleaning of the units, and replacement of the filter pouches. Maintenance costs are estimated at $660 per year. (Kerry Andrews - 888-950-8826) • CDS Unit The CDS Unit PMSU 20_15 by CDS Technologies would cost $10,500 and installation would add $5,000 to 6,000 for a total of $16,500. Maintenance of the CDS unit would be provided 1 to 2 times per year by vacuum truck service and is estimated at $1,000 per inspection or $2,000 per year. (Gordon Wilson - 562- 424-6334) • Vegetated Swale The vegetated swale would be constructed as part of the landscaping of the open recreation area and maintenance would also be provided together with the maintenance of the recreation area. This would not be separate or additional to the project. • Pervious Pavement The average cost of pervious concrete curb and gutter is estimated at about $43 per lineal foot. Maintenance for pervious curb and gutter require quarterly vacuum sweeps and pressure washing which is each estimated at about $1000 per year. Funding The HOA for La Costa Ridge will be primarily responsible for the implementation of the BMPs at the site, including inspection and maintenance. The actual inspection and maintenance activities may be assigned to grounds and maintenance personnel. Funding for the inspection and maintenance of the BMPs will be part of operating expenses for the HOA, with funds coming from the association fees paid by residents of the development. DR Norton Section VI La Costa 2.6 SWMP_080608.doc Page 27 August 2008 Storm Water Management Plan La Costa Ridge Neighborhood2.6 Inspection Records Accurate records shall be kept for each inspection for a period of up to five years after the recorded inspection date for the lifetime of the project. These records shall include the date, name of person performing the work, name of City representative if present, and weather conditions. Notes shall indicate the type of pollutants captured by the units along with an assessment of the quantity of pollutants. This would include floatable trash, grease/oil, and sediment. Quantities of pollutants in the units can be categorized according to none, light, medium, or heavy for fossil filter collection trays and the sump. Attachment F is a blank inspection form for use during inspections. These records shall be made readily available by the La Costa Ridge HOA to the City of Carlsbad and other government agencies for inspection upon request at any time. DR Horton Section VI La Costa 2.6 SWMP_080608.doc Page 28 August 2008 Storm Water Management Plan La Costa Ridge Neighborhood2.6 Section VI Informational Materials The following is a list of educational materials that have been developed by the City of Carlsbad for residential developments: • General BMPs • Car Washing • Concrete Mortar • Swimming Pools and Spas • Pet Wastes • Lawn Care • Motor Oil • Lawn Care in Spanish These brochures shall be provided to each resident household of the proposed La Costa Neighborhood 2.6 development. DR Horton Section VI La Costa 2.6 SWMP_080608.doc Page 29 August 2008 Storm Water Protection... It's OUR Business! "Did You Know... 'he primary purpose of storm drains is to carry rain water ""way from developed areas to prevent flooding. Storm .Jrains are not connected to sanitary sewer systems and reatment plants. Untreated storm water and the m ollutants it carries flow directly to creeks, lagoons and the * cean... •ajtorm water pollution comes from a variety of sources -icluding: • 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 1 Litter —le City of Carlsbad is committed to improving water Liality and reducing the amount of pollutants that enter **ir precious waterways. •<m ,'hy do we need a clean environment? ;ving a clean environment is of primary importance for *r health and economy. Clean waterways provide ^mmercial 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 water! Storm Water pollution prevention is a shared duty between the City of Carlsbad and the Community. Storm drains on public 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 clean! 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. For the Household Hazardous Waste collection facility nearest you, call 1 -800-CLEANUP. What is the Storm Water Program?•*» "he City is regulated by a municipal storm water permit *]hat was issued by the State Water Resources Control Jtoard. The City's Storm Water Program helps to ensure ompliance 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 ••e all discharges to the storm drain illegal? ^the strictest definition, only rain water can legally enter **= storm drain. However, the permit currently allows -me types of discharges into storm drains when BMPs ; 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. If you 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@d.carlsbad.ca.us. This information is entered into the City's Request for Action 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 this Pollution Solution! t i g i i i..i i l i.. i i'..,-1 ..• !..'.'* 'Lf, *..,..* IA clean e n vi ro n m ent is important to all of us! connected to sanitary sewer perns and treatment plants? The iiary purpose of storm drains is to Ify rainwater away from developed as to prevent flooding. Untreated |rm water and the pollutants it •ries flow directly into creeks, l©ons and the ocean. aeent years, sources of water Won like industrial waters from lories have been greatly reduced. i' Never, now the majority of water iition occurs from things like cars pig oil, fertilizers from farms and ?ns, failing septic tanks, pet waste f residential car washing into the drains and into the ocean and /ays. |)foese sources add up to a pollution tleml But each of us can do our jjfeto help clean up our water and Ms up to a pollution solution! Car washing courtesy of Quality Con cooperative between the State Depar Ecology, Kin the cities of Seattle and A.. City of Car 1635 Fara Carlsbad Storm Wat 760-602-2 i i car washing? I i How can YOU help keep the environment clean? Is- no problem with washing your 5:|ust how and where you do it. ap contains phosphates and itemicals that harm fish and pality. The soap, together with i|t, metal and oil washed from Fy flows into nearby storm /hich run directly into lakes, •marine waters. sphates from the soap can sxeess algae to grow. Algae I, smell bad, and harm water I As algae decay, 'the process ^ oxygen in the water that fish Wish don't \ to swim in ) P;O o o o a clean environment primary importance for alth and economy, i-waterways provide srcial opportunities, ition, fish habitat and jauty to our ||ape. YOU can help • ocean, creeks and ps clean by applying llbwing tips: p soap sparingly. 3 a hose nozzle with a trigger to •water. ir your bucket of soapy water ifthe sink when you're done, not ,k street. Did using engine and wheel . (fers or degreasers. your car to a commercial car I;, especially if you plan to clean 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. i j i i t f t i What you should know before using Concrete and Mor*tar ... ;he City of Carlsbad, storm drains flow sctly into local creeks, lagoons and the jan without treatment. Storm water lution is a serious problem for our ural environment and for people who j near streams or wetlands. Storm ter pollution comes from a variety of irces including oil, fuel, and fluids, m vehicles and heavy equipments, iticide runoff from landscaping, and n materials such as concrete and rtar from construction activities. The y of Carlsbad is committed to proving water quality and reducing the ount of pollutants that enter our cious waterways. A Clean Environment is Important to All of Us! t * iT * i i i * - I i - i Best Management Practices for Homeowners and Contractors i r Protec City of Carlsbad 1635 Faraday Avenue Carlsbad, CA 92008 Storm Water HOTIine: 760-602-2799 storm water@ci.carlsbad.ca.us Storm Water ProtectionaPr ^^-^^-v^fSform^Wat March 2003 i i . i it i i i t r § §• • j t • nly Ram in the Storm Drain! Dilution Prevention is up »YOU! d you know that storm drains are NOT nnected to sanitary sewer systems or atment plants? The primary purpose of irm drains is to carry rainwater away m 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, sposing of these materials into storm lins causes serious ecological Dblems—and is PROHIBITED by law. o the Job Right! is brochure was designed for do-it- urself remodelers, homeowners, masons d Bricklayers, contractors, and anyone e who uses concrete or mortar to mplete a construction project. Keep irm water protection in mind whenever u or people you hire work on your house property. iSTORA/V 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 waslrout 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 ortarp 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* Uecfn HnWonmenf is Emportant 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 leavy equipment, pesticide runoff from landscaping, and from materials such as concrete, nortar and soil from construction activities. The City of Carlsbad is committed to improving water quality and "educing the amount of pollutants that enter our precious waterways. Storm Water Protection Program stormwater@ci.carlsbad.ca.us 760-602-2799 City of Carlsbad 1635 Faraday >Avenue Carlsbad, CA 92008 I T . i T ^'eKij-^'FiSlijjfiuiSi'lIlillL.,; ^^w^^H^^Eyl»ili$$&Iwilifiv p \Prlnted on recycled paper t's All Just Water, isn't It? Ithough we enjoy the fun and relaxing times them, the water used in swimming pools id spas can cause problems for our creeks, goons and the :ean if not sposed of •operly. When »u drain your i/imming pool, luntain or spa i the street, the high concentrations of ilorine and other chemicals found in the 3ter flows directly to our storm drains. id you know that these storm drains are OT connected to sanitary sewer systems id treatment plants? The primary purpose : storm drains is to carry rainwater away •om developed areas to prevent flooding, nproperly disposing of swimming pool and ia water into storm drains may be harmful the environment. est Management Practices sst Management Practices or BMPs are •ocedures that help to prevent pollutants ce chlorine and sediment from entering our orm drains. Each of us can do our part to :ep storm water clean. Using BMPs adds up a pollution solution! How Do I £et Rid of Chlorine? Pool Filters 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 Wastewater Authority at (760) 438- 3941. Before you discharge your swimming pool or spa 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. Clean filters over a lawn or other landscaped area where the discharge can be absorbed. Collect materials on filter cloth and dispose int< 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 riot harmful to people or the environment. It may b< 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. bo the Job Right! * Use the water for irrigation.Try draining de-chlorinated pool water gradually onto a landscaped area. Wafer 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 the 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 the storm drains. i .1 i A clean"',$nyjrortrrjent is jjripprtanttq all of us! !&•*":!p&iirknow that storm drains are fl:;donnected to sanitary sewer lifts and treatment plants? The purpose of storm drains is to Rainwater away from developed prevent flooding. Untreated rater and the pollutants it pow directly into creeks, land the ocean. I years, sources of water i like industrial waters from 3f&ave been greatly reduced, now, the majority of water ICQGCUTS from things like cars Ijertilizers from farms and ailing septic tanks, pet waste W&a\ car washing into the and into the ocean and rces add up to a pollution each of us can do small clean up our water and a pollution solution! vy A T E R*(q u A L i TV) VcOMSQRIIU MX 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.carlsbad.ca.us City of Carlsbad 1635 Faraday Avenue Carlsbad CA 92008 www.ci.carlsbad.ca.us -V£ ^Printed on recycled paper What's the problem with, petwaste? 5 ; 'v':/--\— V •-health risk to pets and children. It's a neighborhoods. Pet itof bacteria that can make This bacteria gets >ire storm drain and ends fek-s, lagoons and ocean, is up in shellfish living g&lodies., People who Sffsh may get very sick. jfiiKiies show that dog and fenlribute up to 25% of lefia found in our local clean up after is as easy as 1—2—3l ^waste Ifeteilet or environment importance for nd economy. eways provide ;.. l opportunities, ;fish habitat and YOU can help s, lagoons ;feltowing tips: ic bag when and be sure to pick up ;pet waste in your yard r your pets before tips, driveways and rfaced areas. Never te into the street or The best way to dispose of pet waste is to flush it dbwn 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! Snow that storm drains are iected to sanitary sewer and.treatment plants? aty purpose of storm drains ^rainwater away from areas to prevent flooding, arm water and the $t carries, flow directly into goons and the ocean. fpars, sources of water f •_!.' • tcja Industrial waters from iffave been greatly reduced, now, the majority of water pteeurs from things like cars ertilizers from farms-and ailing Septic tanks, pet presidential car washing into ains and into the ocean Brways. ^sources add up to a pollutionIE?'-' ' ijlf.'But each of us can do small clean up our water and jjpjp-to a pollution solution I 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 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 storm water@cl.carlsbad.ca.us City of-Carlsbad 1635 Faraday Avenue Carlsbad CA 92008 www.ci.carlsbad.ca.us £_ .^Printed on recycled paper How can YOU help keep the environment clean? i environment is of idrtance for our health and iglean waterways provide ifopportunities, recreation, id add beauty to our YOU can help keep our ms and ocean clean by •following tips: jw^or rake leaves and other ste Into the street or gutter. ard waste or start your own (pile. rawer irrigate. Use drip n, soaker hoses or miqro- ystem and water .early in the iave a spray head sprinkler ^consider adjusting your lethod to a cycle and Instead of watering for 15 Aes 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. 1 Leave mulched grass clippings 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. • Properly 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 through the University of California Cooperative Extension. Master Gardeners can provide good jfjf|j| about dealing with specific pes|| plants. You may call the MastefH Gardener Hotline at 858-694-2 check out their website at www.mastergardenerssandieqb;Qi The hotline is staffed Monda; 9 am—3 pm, by experienced..^' who are available to answer sp questions. Information from Ml Gardeners is free to the public;? i I I I I 1 I I II A clean environment is important to all of us! Bid you know that storm drains are -MOT 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 storrn 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! HW. A T E FT(QUALITY) SvJ 0 N S 0 R T III fiX 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. Rain in the Storm Drain! City of Carlsbad Storm Water Protection Program City of Carlsbad 1 635 Faraday Avenue Carlsbad CA 92008 Storm Water HOTIine: 760-602-2799 Funded by a grant from the California Integrated Waste Management BoardRECYCLEUSED OIL \Printed on recycled paper • i i . • • 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 *-i@w@rything from beach sand to bird ; feathers. Oil and other petroleum ipnoducts are toxic to people, wildlife and plants. One pint of oil can make a slick rifessger than a football field. Oil that :;?ifeaks from our cars onto roads and is washed into storm , and then usually flows jileetly to a creek or lagoon and tetly to the ocean. motor oil is the largest single &$Beurce of oil pollution in our ocean, '•'and lagoons. Americans spill i million gallons of used oil each ar into our waters. Jfisis 16 times the by the Valdez in S.- Having a clean environment fif. !•' 'te is of primary importance for |i;-:'-our health and economy. .;;C(ean waterways provide ; Mmmercial opportunities, ^recreation, fish habitat and add beauty, to our landscape. YOU can help our ocean, creeks and Dons clean by applying ^following tips: * Stop drips. Check for oil regularly and fix them ||;;V;promptly. Keep your car tuned to use. Use ground cloths or drip pans |rrfeath your vehicle if you have leaks jj&are doing engine work. I: • Clean up spills immediately. used oil in containers with :..v :light fitting lids. Do not mix different When you change your oil, dispose of it property. 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. iUn rnedio ambiente limpio es importante para todos! ;que los desagiies de irillas no estan ! al sistema de drenaje las plantas de tratamiento pegras? fincipal del desague 6 las ;es remover el agua de lluvia y Ijnundaciones. El agua que entra jgagfies va directamente a los JQS y el oceano junto con la ielj&n depositada en las |s;y las calles. la contaminaci6n del agua Jifjectamente por fabricas e j'e'e ha reducidb mte. Ahora la mayorla de la in del agua origina de carros jeeite, el sobre uso de ::para plantas, tanques los, suciedad de animates y pifros en zonas resldenciales. contaminantes se acumulan jties 6 alcantarillados y son i:.directamente al oceano' i;eve. (f0dos contribuimos a, un gran fe contaminaci6n. iPerocada itros puede hacer algo para |ua y particlpar en la solucion Fi|haci6nl iCual es el problema creado por el uso de fertilizantes y pesticldas? El fertilizante no es un problema SI se usa con culdado. 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, tal 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 daninas a la calidad del agua y causar que la pesca, nataci6n y navegaci6n sean desagradables. Al echarse a perder las algas consumen el oxlgeno del agua que los peces y otros animales necesitan para sobrevivir. La fotograffa al frente as cortesfa del Consorclp de Calidad de Agua, en cooperac!6n con el Departamento Ecologico del Estado de Washington, el Condado de King, y las cludades de Bellevue, Seattle y Tacoma. Vpfotec^- Linea de Asistencia: 760-602-2799 stormwater@ci.carlsbad.ca.us Ciudad de Carlsbad 1635 Faraday Avenue Carlsbad CA 92008 www.ci.carlsbad.ca.us * £ \Pflnled on recycled paper jUstecl puede ayudar a mantener nuestro medio ambiente Hmpio! ;el medio ambiente limpio es fjjtiiBte para nuestra salud y la iGonservar el agua limpia ' fpportunidades para usos i recreativos, habitat para i, y agrega belleza a isaje. Todos podemos ayudar It los arroyos, las lagunas, y el agpios sencillamente siguiendo sjos: sr o usar maquinas i no permita que las hojas itey el c6sped rec!6n cortado i^h las alcantarillas o el f: filerible, convertir estos licios del jardln en abono. sistemas de irrigaci6n de goteo isvtecnicas de conservacibn del son altamente recomendables. iferible regar por la mafiana. emas de riego automation l/eficientes si se programan i de cinco minutos y mas nente para que el agua zca bien la tierra. Mantenerlos sistemas de irrigad6n limpibs y en buenas condiciones es importante para reducir el desperdicio del agua. Regar solamente cuando sea necesario reduce el uso del agua y ahorra dinero. Para mas Informaci6n sobre sistemas de riego llame al 760-438-2722. Los pesticidas y fertilizantes deben usarse solamente cuando sea absolutamente necesario. Para mantener un pasto saludable se recomienda hacer un analisls de la tierra para determinar cuales fertilizantes aplicar y en que tefnporada. Es recomendable usar fertilizantes organicos en vez de productos qulmicos. En ocasiones se puede dejar el sacate reciSn cortado sobre el pasto ya que actiia como un fertilizante natural. El uso de pesticidas debe ocurrir s6lo como liltimo recurso. Es preferible usar productos que Sean bajos en toxicos, por ejemplo jabones insecticldas, acldo b6rico, etc. Seguir las instrucciones en la etiqueta y usar el producto correctamente evlta contaminar el agua de riego y lluvia. Cuando sea posible es preferible usar insectos predadores para controlar plagas. Los pesticidas y fertilizantes vencidos deben desecharse legalmente llevandolos a los centres de coleccidn de substancias tbxicas localizados en varias ciudades del condado de San Diego. Llame al 760-602-2799 para obtener mas informaci6n. Master Gardeners El condado de San Diego y la Un1|., de California Extensi6n Cooperat$fj creado el programa de Master G|¥ Los expertos de este programae"' disponibles para proporcionar in sobre plantas y plagas. Listed pu llamar a la llnea de Master Gardel 858-694-2860 de lunes a vii 9am y 3pm para obtener respue preguntas. La pagina Internet 5 masterqardenerssandiego.orq es'jii! recurso con informaci6n sobre.es . temas. Esta informaciin es totalfjfj gratis al publico. Stormwater Management Plan La Costa Ridge Neighborhood2.6 Section VII Attachments DR Morton Section VII La Costa 2.6 SWMP_080608.doc Page 30 August 2008 Storm Water Management Plan La Costa Ridge Neighborhood2.6 Attachment A Stormwater Requirements Applicability Checklist DR Morton Attachments La Costa 2.6 SWMP_080608.doc Page 31 August 2008 Storm Water Management Plan La Costa Ridge Neighborhood2.6 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 Water 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?* 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/ or with 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 Yes X X No X X X X X X X * Refer to the definitions section in the Storm 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. DR Horton La Costa 2.6 SWMP_080608.doc August 2008 Attachments Page 32 Storm Water Management Plan La Costa Ridge Neighborhood2.6 Storm Water Standards 4/03/03 Part B: Determine Standard Permanent Storm Water Requirements. Does the project propose: 1. New impervious areas, such as rooftops, roads, parking lots, driveways, paths and sidewalks? 2. New pervious landscape areas and irrigation systems? 3. Permanent structures within 1 00 feet of any natural water body? 4. Trash storage areas? 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? 9. Any grading or ground disturbance during construction? 10. Any new storm drains, or alteration to existing storm drains? Yes X X X X No X X X X X X 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 Storrn 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 of these criteria during construction? 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? 3. Would storm water or urban runoff have the potential to contact any portion of the construction area, including washing and staging areas? 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)? Yes X X X X No DR Morton La Costa 2.6 SWMP_080608.doc August 2008 Attachments Page 33 Storm Water Management Plan La Costa Ridge Neighborhood2.6 Storm Water Standards 4/03/03 Part 0: 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.] ID 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 Q 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. Q 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. DR Morton Attachments La Costa 2.6 SWMP_080608.doc Page 34 August 2008 Stormwater Management Plan La Costa Ridge Neighborhood 2.6 Attachment B 303(d) Impaired Water Bodies and Water Quality Objects DR Morton Section VII La Costa 2.6 SWMP_080608.doc Page 35 August 2008 j. 4 i i j ... .ft * 2002 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENT ^ravt V/*JM™ SAN DIEGO REGIONAL WATER QUALITY CONTROL BOARD 9 R Agua Hedionda Creek 90431000 Total Dissolved Solids Low Urban Runoff/Storm Sewers Unknown Nonpoint Source Unknown point source 7 Miles 9 E Agua Hedionda Lagoon 90431000 Bacteria Indicators § Low 6.8 Acres, Nonpoint/Polnt Source Sedimentation/Siltation Low 6.8 Acres Nonpolnt/Point Source 9 R Aliso Creek 9 E Aliso Creek (mouth) 9 E Buena Vista Lagoon 90113000 Bacteria Indicators Medium Urban Runoff/Storm Sewers Unknown point source Nonpoint/Point Source Phosphorus Low Impairment located at lower 4 miles. Urban Runoff/Storm Sewers Unknown Nonpoint Source Unknown point source Toxicity Low Urban Runofl/Storm Sewers Unknown Nonpoint Source Unknown point source 90113000 Bacteria Indicators Medium Nonpoint/Polnt Source 90421000 Bacteria Indicators Low Nonpoint/Polnt Source Nutrients Low Estimated size of Impairment is 150 acres located in tipper portion of lagoon. Nonpolnt/Point Source Sedimentation/Siltation Medium Nonpoint/Point Source 19 Miles 19 Miles 19 Miles 0.29 Acres 202 Acres 202 Acres 202 Acres Page 1 of 16 i .*i i ' i ; k i t i ... i i i 1 i I i i, .* fc 1 Si I * ' I t I '• 1 2002 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENT <<«>«-<*• ^^' R Chollas Creek R Cloverdale Creek SAN DIEGO REGIONAL WATER QUALITY CONTROL BOARD 90822000 Bacteria Indicators Cadmium Copper Diazinon Lead Zinc Nonpoint/Point Source Nonpoint/Point Source Nonpoint/Foint Source Nonpoint/Point Source Nonpoint/Point Source Nonpoint/Point Source Medium High . High High High High.. 90532000 Phosphorus Total Dissolved Solids Urban Runofl/Storm Sewers Unknown Nonpoint Source Unknown point source Urban Runoff/Storm Sewers Unknown Nonpoint Source Unknown point source Low Low 1.2 Miles 1.2 Miles 1.2 Miles 1.2 Miles 1.2 Miles 1.2 Miles 1.2 Miles 1.2 Miles July 2003 2004 . 2004 2002 2004 2004 B Dana Point Harbor 90114000 Bacteria Indicators Medium Impairment located at Baby Beach. Urban Runoff/Storm Sewers Marinas and Recreational Boating Unknown Nonpoint Source Unknown point source 119 Acres £ Famosa Slough and Channel 90711000 Eutrophic Low Nonpoint Source 32 Acres Page 2 of 16 • i * ._' * * 2002 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENT SAN DIEGO REGIONAL WATER QUALITY CONTROL BOARD 9 R Feliclta Creek 90523000 Total Dissolved Solids Low Agricultural Return Flows Urban Runofl/Storm Sewers Flow Regulation/Modification Unknown Nonpoint Source Unknown point source Approved by VSEP.-i: July 2003 0.92 Miles 9 R Forester Creek 90712000 Fecal Coliform Medium Impairment Located at lower I mile. Urban Runoff/Storm Sewers Spills Unknown Nonpoint Source Unknown point source pH Low Impairment Located at upper 3 miles. Industrial Point Sources Habitat Modification Spills Unknown Nonpoint Source Unknown point source Total Dissolved Solids Low Impairment Located at lower 1 mile. Agricultural Return Flows Urban Runofl/Storm Sewers Flow Regulation/Modification Unknown Nonpoint Source Unknown point source 6.4 Miles 6.4 Miles 6.4 Miles 9 R Green Valley Creek 90511000 Sulfates Low Urban Runoff/Storm Sewers Natural Sources Unknown Nonpoint Source Unknown point source 1.2 Miles 9 L Ouajome Lake 90311000 Eutrophic Low Nonpoint/Point Source 33 Acres Page 3 of 16 4 * ft 2002 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENT ^™ SAN DIEGO REGIONAL WATER QUALITY CONTROL BOARD L Hodges, Lake 90521000 Color Nitrogen Phosphorus Total Dissolved Solids Urban Runoff/Storm Sewers Unknown Nonpoint Source Unknown point source Agriculture Dairies Urban Runoff/Storm Sewers Unknown Nonpoint Source Unknown point source Agriculture Dairies Urban Runofl/Storm Sewers Unknown Nonpoint Source Unknown point source Agricultural Return Flows Urban Runoff/Storm Sewers Flow Regulation/Modification Natural Sources Unknown Nonpoint Source Unknown point source Low Low Low Low 1104 Acres 1104 Acres 1104 Acres 1104 Acres 'veil by USEPA: July 2003 R Kit Carson Creek 90521000 Total Dissolved Solids Low Agricultural Return Flows Urban Runofl/Storm Sewers Flow Regulation/Modification Unknown Nonpoint Source Unknown point source 0.99 Miles 9 E Loma Alta Slough 90410000 Bacteria Indicators Low 8.2 Acres Nonpoint Source Eutrophic , Low 8.2 Acres 1 Nonpoint Source P.age 4 of 16 i £t * I * i ' Is 2002 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENT SAN DIEGO REGIONAL WATER QUALITY CONTROL BOARD Approved by USEPA: July 2003 E Los Penasquitos Lagoon 90610000 Sedimentation/Siltation Low 469 Acres Nonpoint/Point Source B Mission Bay 90640000 Medium 2032 AcresBacteria Indicators Impairment located along entire bay shoreline. t Nonpoint/Point Source Eutrophic Low 2032 Acres Estimated area of impairment of 0.5 acres located at mouth of Rose Creek and 0.5 acres located at mouth ofTecolote Creek. Nonpoint/Point Source Lead ' • Low 2032 Acres Estimated area of impairment of 0.5 acres located at mouth of Rose Creek and 0.5 acres located at mouth ofTecolote Creek. Nonpolnt/Polnt Source 9 R Murricta Creek 9 C Pacific Ocean Shoreline, Aliso HSA 9 C Pacific Ocean Shoreline, Buena Vista Creek HA , 1 9 C Pacific Ocean Shoreline, Dana Point HSA 90252000 Phosphorus Urban Runoff/Storm Sewers Unknown Nonpoint Source Unknown point source Low 12 Miles 90113000 Bacteria Indicators Medium 0.65 Miles Impairment located at Laguna Beach at Lagunita Place / Blue Lagoon Place. Aliso Beach. Nonpoint/Point Source 90421000 Bacteria Indicators Low 1.2 Miles Impairment located at Buena Vista Creek, Carlsbad City Beach at Carlsbad Village Drive, Carlsbad Stale Beach at Pine Avenue. Nonpoint/Point Source 90114000 Bacteria Indicators Medium 2 Miles Impairment located at Aliso Beach at West Street, Allso Beach at Table Rock Drive, 1000 Steps Beach at Pacific Coast fiv/y (Hospital, 9th Ave), Salt Creek (large outlet), Salt Creek Beach at Salt Creek service road. Salt Creek Beach at Dana Strand Road. Nonpoint/Point Source Page 5 of 16 tit t * I I i «. , i 2002 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENT SAN DIEGO REGIONAL WATER QUALITY CONTROL BOARD Approved by VSEPA: July 3003 C Pacific Ocean Shoreline, Escondido Creek HA 90461000 Bacteria Indicators Impairment located at San Eltjo Lagoon outlet. Nonpolnt/Point Source Low 0.44 Miles C Pacific Ocean Shoreline, Laguna Beach HSA 90112000 Bacteria Indicators Medium 1.8 Miles Impairment located at Main Laguna Beach, Laguna Beach at Ocean Avenue, Laguna Beach at Laguna Avenue, Laguna Beach at Cleo Street, Arch Cove at Bluebird Canyon Road, Laguna Beach at Dwnond Drive. Nonpoint/Point Source C Pacific Ocean Shoreline, Loma Alta HA 90410000 Bacteria Indicators Impairment located at Loma Alta Creek Mouth. Nonpoint/Point Source Low 1.1 Miles C Pacific Ocean Shoreline, Lower San Juan HSA 90110000 Bacteria Indicators Medium 1.2 Miles Impairment located at North Beach Creek, San Juan Creek (large outlet), Captstrano Beach, South Capistrano Beach at Beach Road. . Nonpolnt/Point Source C Pacific Ocean Shoreline, Miramar Reservoir 90610000 HA Bacteria Indicators Low Impairment located at Torrey Pines State Beach at Del Mar (Anderson Canyon). '• Urban RunofiyStorm Sewers Unknown Nonpoint Source Unknown point source 0.39 Miles 9 C Pacific Ocean Shoreline, San Clemente HA 90130000 Bacteria Indicators Medium 3.7 Miles Impairment located at Poche Beach (large outlet), Ole Hanson Beach Club Beach at Pico Drain, San Clemente City Beach at El Portal St. Stain, San Clemente City Beach at Mariposa St., San Clemente City Beach at Linda Lane, San Clemente City Beach at South Linda Lane, San Clemente City Beach at Lifeguard Headquarters, Under San Clemente Municipal Pier, San Clemente City Beach at Trafalgar Canyon (Trafalgar Ln.), San Clemente State Beach at Riviera Beach, San Clemente State Beach at Cypress Shores. Nonpoint/Point Source C Pacific Ocean Shoreline, San Diego HU 90711000 Bacteria Indicators Medium Impairment located at San Diego River Mouth (aka Dog Beach). Nonpoint/Point Source 0.37 Miles Page 6 of 16 * *t i * t i * * 2002 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENT SAN DIEGO REGIONAL WATER QUALITY CONTROL BOARD Approve/I by USEPA: July 2003 9 C Pacific Ocean Shoreline, San Diequito HU 90511000 Bacteria Indicators Low Impairment located at San Dieguito Lagoon Mouth, Solana Beach. Nonpoint/Point Source 0.86 Miles 9 C Pacific Ocean Shoreline, San Joaquin Hills HSA 90111000 Bacteria Indicators Low 0.63 Miles Impairment located at Cameo Cove at Irvine Cove DrJRMera Way, Heisler Park-North Urban RunoffStorm Sewers Unknown Nonpoint Source Unknown point source 9 C Pacific Ocean Shoreline, San Luis Rey HU 9 C Pacific Ocean Shoreline, San Marcos HA 90311000 Bacteria Indicators Low 0.49 Miles Impairment located at San Luis Rey River Mouth. Nonpoint/Point Source 90451000 Bacteria Indicators Low 0.5 Miles Impairment located at Moonlight State Beach. • . ' Nonpoint/Point Source 9 C Pacific Ocean Shoreline, Scripps HA 90630000 Bacteria Indicators Medium 3.9 Miles Impairment located at La Jolla Shores Beach at El Pas to Grande, La Jolla Shores Beach at Caminito Del Ora, La Jolla Shores Beach at Vallecltos, La Jolla Shores Beach atAve de la Playa, Casa Beach (Children* Pool), South Casa Beach at CoastBlvd., Whispering Sands Beach at Ravina St., Windansea Beach at Vista de la Playa, Windansea Beach at Bonair St., Windansea Beach at Playa del Norte, Windansea Beach at PalomarAve., Tourmaline Surf Park, Pacific Beach at Grand Ave.. Nonpoint/Point Source 9 C Pacific Ocean Shoreline, Tijuana HU 91111000 Bacteria Indicators Low Impairment located from the border, extending north along the shore. Nonpoint/Point Source 3 Miles 9 R Pine Valley Creek (Upper)91141000 Enterococci Medium Grazing-Related Sources Concentrated Animal Feeding Operations (permitted, point source) Transient encampments 2.9 Miles Page 7 of 16 4 .i i i * - •-* »f. i ..t i _§ » _ * * * * .* * .' * -4 4 * '":; * * 2002 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENT SAN DIEGO REGIONAL WATER QUALITY CONTROL BOARD 9 R Prima Deshecha Creek 90130000 Phosphorus Turbidity Urban Runoff/Storm Sewers Unknown Nonpoint Source Unknown paint source Urban Runoff/Storm Sewers Unknown Nonpoint Source Unknown point source Low Low Approved by VSEFA: July 2003 1.2 Miles 1.2 Miles 9 R Rainbow Creek 90222000 Nitrogen Phosphorus High Agricultural Return Flows Other Urban Runoff Nurseries Onsite YVastewater Systems (Septic Tanks) Nonpoint/Point Source High Agricultural Return Flows Other Urban Runoff Nurseries Onsite Wastewater Systems (Septic Tanks) Nonpolnt/Point Source 5 Miles 5 Miles 2003 2003 9 B Sa n Diego Bay Shoreline, 32nd St San Diego 90822000 Naval gtation Benthic Community Effects Nonpoint/Point Source Sediment Toxicity Nonpoint/Point Source 9 B San Diego Bay Shoreline, between Sampson 90822000 and 28th Streets Copper Mercury PAHs Nonpoint/Point Source Nonpoint/Point Source Medium Medium High High High 103 Acres 103 Acres 55 Acres 55 Acres 55 Acres 2003 2003 2003 Nonpoint/Point Source Page & of 16 .* t -i * i * 2002 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENT SAN DIEGO REGIONAL WATER QUALITY CONTROL BOARD PCBs Zinc Nonpoint/Point Source Nonpoint/Polnt Source High High 'by USEPA: July 2(103 55 Acres 55 Acres 2003 2003 C San Diego Bay Shoreline, Chula Vista Marina 90912000 Bacteria Indicators Low Urban Runoff/Storm Sewers Marinas and Recreational Boating Boatyards Boat Discharges/Vessel Wastes 9 C San Diego Bay Shoreline, G Street Pier 90821000 Bacteria Indicators Low Urban Runoff/Storm Sewers Unknown Nonpolnt Source Unknown point source 0.41 Miles 9 B San Diego Bay Shoreline, Downtown 90821000 Anchorage Benthic Community Effects Sediment Toxicity Medium Nonpoint/Point Source Medium Nonpoint/Point Source 7.4 Acres 7.4 Acres 0.42 Miles 9 B San Diego Bay Shoreline, near Chollas Creek 90822000 Benthic Community Effects Medium Nonpoint/Polnt Source Sediment Toxicity Medium Nonpoint/Point Source B San Diego Bay Shoreline, near Coronado 90822000 Bridge 15 Acres 15 Acres Bffl^jSQM^nsaiB'wraBraira.swiauatiaiKiass.-MtiS Benthic Community Effects Medium 37 Acres Nonpoint/Point Source Sediment Toxicity Medium 37 Acres Includes Crosby Street/Cesar Chavez Park area, that will receive additional monitoring. Nonpoint/Point Source Page 9 of 16 t t 1 i I 'I - i '4 * • * 2002 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENT SAN DIEGO REGIONAL WATER QUALITY CONTROL BOARD 9 B San Diego Bay Shoreline, near sub base 90810000 Benthic Community Effects Sediment Toxicity Nonpoint/Point Source Nonpoint/Point Source Medium Medium 9 B San Diego Bay Shoreline, near Switzer Creek 90821000 Chlordane Medium Lindane PAHs Urban Runoff/Storm Sewers Other Boatyards Nonpoint/Point Source Urban Runoff/Storm Sewers Other Boatyards Nonpoint/Point Source Urban Runoff/Storm Sewers Other Boatyards Nonpoiht/Point Source Medium Medium 16 Acres 16 Acres 5.S Acres 5.5 Acres 5.5 Acres July 2003 9 B San Diego Bay Shoreline, North of 24th Street Marine Terminal 9 B San Diego Bay Shoreline, Seventh Street Channel 90832000 Benthic Community Effects Sediment Toxicity 90831000 Benthic Community Effects Sediment Toxicity Medium 9.5 Acres Nonpoint/Point Source Medium 9.5 Acres Nonpoint/Point Source Medium 9 Acres Nonpoint/Point Source Medium 9 Acres Nonpoint/Point Source Page JO of 16 * t St. . i . » i I i ' t •'1 i .. ' I ;* .. 2002 ,CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENT SAN DIEGO REGIONAL WATER QUALITY CONTROL BOARD Approved by USEPA: July 2003 C San Diego Bay Shoreline, Shelter Island Shoreline Park 90810000 Bacteria Indicators Low 0.42 Miles Unknown Nonpoint Source Unknown point source 9 C San Diego Bay Shoreline, Tidelands Park 91010000 Bacteria Indicators Low Unknown Nonpoint Source Unknown point source B San Diego Bay Shoreline, Vicinity of B St and Broadway Piers 90821000 Bacteria Indicators Low Estimated size of impairment is 0.4 miles around the shoreline of the bay. Urban Runoff/Storm Sewers Unknown Nonpoint Source Unknown point source Benthic Community Effects Medium > Nonpoint/Point Source Sediment Toxicity Medium Nonpoint/Point Source 0.38 Miles 9.9 Acres 9.9 Acres 9.9 Acres 9 B San Diego Bay, Shelter Island Yacht Basin 90810000 Capper, Dissolved High Nonpoint/Point Source 153 Acres 2003 9 R San Diego River (Lower)90711000 Fecal Coliform Low Lower & miles. Urban Runoff/Storm Sewers Wastewater Nonpoint/Point Source Low Dissolved Oxygen Low impairment transcends adjacent Cahtalerwtareshed 90712. Urban Runoff/Storm Sewers Unknown Nonpoint Source Unknown point source 12 Miles 12 Miles Page 11 of 16 I i i i i ' i I I » 44 i i i j -- fc i ._ I i _ i * _. * * ._.. * 2002 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENT SAN DIEGO REGIONAL WATER QUALITY CONTROL BOARD Phosphorus Impairment transcends adjacent Catwater watershed 907J2. Urban Runoff/Storm Sewers Unknown Nonpoint Source Unknown point source Total Dissolved Solids Impairment transcends adjacent Catwater watershed 90712. Urban Runoff/Storm Sewers Flow Regulation/Modification Natural Sources Unknown Nonpoint Source Unknown point source Low Low 12 Miles 12 Miles July 21103 9 E San Elijo Lagoon 90461000 Bacteria Indicators Low 566 Acres Estimated size of Impairment Is ISO acres. Nonpoint/Poinl Source Eutrophic Low 566 Acres Estimated size of Impairment Is 330 acres. Nonpoint/Point Source Sedintenlation/Siltation Medium 566 Acres Estimated size of Impairment Is ISO acres, Nonpoint/Point Source 9 R San Juan Creek 90120000 Bacteria Indicators Medium Nonpoint/Point Source 1 Miles 9 E San Juan Creek (mouth)90120000 Bacteria Indicators Medium Nonpoint/Point Source 6.3 Acres 9 R San Luis Rey River 90311000 Chloride Impairment located at lower 13 miles. Urban RunoflXStorm Sewers Unknown Nonpoint Source 1 Unknown point source Low 19 Miles Page 12 of 16 i, i i ; .. i il. I i.__t * _-_ * ».,_..> 2002 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENT SAN DIEGO REGIONAL WATER QUALITY CONTROL BOARD Approved by US£PA: July 2003 9 R Sandia Creek 9 R Segunda Deshecha Creek Total Dissolved Solids Low Industrial Point Sources Agriculture-storm runoff Urban Runofl/Storm Sewers Surface Mining Flow Regulation/Modification Natural Sources Golf course activities Unknown Nonpoint Source Unknown point source 90222000 Total Dissolved Solids Low Urban Runofl/Storm Sewers Flow Regulation/Modiflcation Natural Sources Unknown Nonpoint Source Unknown point source 90130000 Phosphorus Turbidity Urban Runoff/Storm Sewers Unknown Nonpoint Source Unknown point source Construction/Land Development Urban Runofl/Storm Sewers Channelization Flow Regulation/Modification Unknown Nonpoint Source Unknown point source Low Low 19 Miles 1.5 Miles 9 E .Santa Margarita Lagoon 90211000 Eutrophic 9 R Santa Margarita River (Upper) 90222000 Phosphorus i Low Nonpoint/Point Source Low Urban Runofi/Storm Sewers Unknown Nonpoint Source Unknown point source 28 Acres 18 Miles 0.92 Miles 0.92 Miles Page 13 of 16 I i t — * i .- t 2002 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENT •<*"—* «**"•• SAN DIEGO REGIONAL WATER QUALITY CONTROL BOARD July 2003 9 L Sutherland Reservoir 90553000 Color Low Urban Runoff/Storm Sewers Unknown Nonpoint Source Unknown point source 561 Acres 9 R Tecolote Creek 90650000 Bacteria Indicators Cadmium Copper Lead Toxicity Zinc 9 R Tijuana River 91111000 Bacteria Indicators Eutrophic i. Low Dissolved Oxygen Pesticides i Solids Synthetic Organics Trace Element] Trash Nonpoint/Point Source Nonpoint/Point Source Nonpoint/Point Source Nonpoint/Point Source Nonpoint/Point Source Nonpoint/Point Source . Nonpoint/Point Source Nonpoint/Point Source Nonpoint/Point Source Nonpoint/Point Source Nonpoint/Point Source Nonpoint/Point Source Nonpoint/Point Source Nonpoint/Point Source Medium Low Low Low Low Low Low Low Low Low Low Low Low Low 6.6 Miles 6.6 Miles 6.6 Miles 6.6 Miles 6.6 Miles 6.6 Miles * 5.8 Miles 5.8 Miles • 5.8 Miles 5.8 Miles 5.8 Miles 5.8 Miles 5.8 Miles 5.8 Miles Page 14 of 16 i I t i I * * *-.1 J '-' i 8 s . I '*t I ;. I 2002 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENT SAN DIEGO REGIONAL WATER QUALITY CONTROL BOARD Approval by.USEP.-l: July 2003 9 E Tijuana River Estuary 91111000 Bacteria Indicators Low Estimated size of impairment is ISO acres.. Nonpolnt/Point Source Eutrophic Low Estimated size of impairment Is 1 acre. Nonpoint/Pofnt Source Lead Low Estimated size of impairment is I acre. Nonpoint/Point Source Low Dissolved Oxygen Low Urban Runoff/Storm Sewers Wastewater Unknown Nonpoint Source Unknown point source Nickel Low Estimated size of impairment is J acre. Nonpoint/Point Source Pesticides ' Low Estimated size of Impairment is 1 acre. Nonpolnt/Point Source Thallium Low Estimated size of impairment is I acre. Nonpoint/Point Source Trash - Low Estimated size of impairment is 1 acre. Nonpoint/Point Source 1319 Acres 1319 Acres 1319 Acres 1319 Acres 1319 Acres 1319 Acres 1319 Acres 1319 Acres Page IS of 16 I i '- I 2002 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENT SAN DIEGO REGIONAL WATER QUALITY CONTROL BOARD Approved by USEPA: July 2003 REGIONAL WATER QUALITY CONTROL BOARDS 1 North Coast 2 San Francisco Bay 3 Central Coast 4 Los Angeles 5 ' Central Valley 6 Lahontan 7 Colorado River Basin 8 Santa Ana 9 San Diego WATER BODY TYPE B - Bays and Harbors C - Coastal Shorelines/Beaches £ - Estuaries L =• Lakes/Reserviors R = Rivers and Streams S= ' Saline Lakes T = Wetlands, Tidal W= Wetlands, Freshwater CALWATER WATERSHED "Calwater Watershed" is the State Water Resources Control Board hydrologies! subunit area or an even smaller area delineation, GROUP A PESTICIDES OR CHEM A aldrin, dieldrin, chlordane, endrin, heptachlor, heptachlor epoxide, hexachlorocyclohexane (including lindane), endosulfan, and toxaphene Page 16 of16 t i •* * Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS 1,2 Inland Surface Waters Hydrologic Unit Basin Number BENEFICIAL USE M U N Orange County Coastal Streams More Canyon unnamed intermittent coastal streams Emerald Canyon Boat Canyon Laguna Canyon Blue Bird Canyon Rim Rock Canyon unnamed intermittent coastal streams Hobo Canyon . 1.11 1.11 1.11 1.11 1.12 1.12 1.12 1.13 1.13 + + + + + + + + + A G R I N D P R O C Q W R F R S H P 0 W R E C 1 R E C 2 B I 0 L W A R M C O L D W I L D R A R E S P W N • • • • • • • • • • O O O 0 O O O 0 0 • • • • • • • • • • • • • • • .« • '• • • • • • • • • • • AIIso Creek Watershed Allso Creek English Canyon Sulphur Creek Wood Canyon Allso Creek Mouth 1.13 1.13 1.13 1.13 1.13 + + + + • • • . • 0 0 0 O • • •• • • • • • • • ' • • See Coastal Waters - Table 2-3 • Existing Beneficial Use 0 Potential Beneficial Use + Excepted From MUN (See Text) Waterbodies are listed multiple times If they cross hydrologic area or sub area boundaries. » ' Beneficial use designations apply to all tributaries to the Indicated waterbody, If not listed separately. Table 2-2 BENEFICIAL USES 2-12 March 12, 1997 Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS 1,2 Inland Surface Waters Hydrologic Unit Basin Number BENEFICIAL USE M U N A G R 1 N D P R O C G W R F R .S H P 0 W R E C 1 R E C 2 B I O L W A R M C 0 L D W I L D R A R E S P W N Dana Point Watershed • unnamed Intermittent coastal streams Salt Creek San Juan Canyon Arroyo Salada 1.14 1.14. 1.14 1.14 + + + + •i" • • • O O 0 0 • • • • • • • • • • • • • San Juan Creek Watershed San Juan Creek Worrell Canyon Decker Canyon Long Canyon Lion Canyon Hot Spring Canyon Cold Spring Canyon Lucas Canyon Aliso Canyon Verdugo Canyon Bell Canyon Fox Canyon 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 ...1.25... . . ...1.25 1.25 + + + + + + + + + + + + • • • • • • • • • • » • • • • « • • • • ' • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • ' • • • • • • a • • Existing Beneficial Use O Potential Beneficial Use + Excepted From MUN (See Text) Waterbodles are listed multiple times If they cross hydrologic area or sub area boundaries. I ' ' Beneficial use designations apply to all tributaries to the Indicated waterbody, if not listed separately. Table 2-2 BENEFICIAL USES 2-13 March 12. 1997 Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS 1'2 Inland Surface Waters Hydrologic Unit Basin Number .. BENEFICIAL USE M U N A G R I N b p R 0 C G W R F R S H P 0 W R E C 1 R E C 2 B I 0 L W A R M C O L D W I L D R A R E S P W N San Juan Creek Watershed - continued Dove Canyon Crow Canyon San Juan Creek Trampas Canyon Canada Gobemadora Canada Chiquita San Juan Creek San Juan Creek Homo Creek Arroyo Jrabuco _Creek Holy Jim Canyon Falls Canyon Rose Canyon Hickey Canyon Live Oak Canyon Arroyo Trabuco Creek Tljeras Canyon ,1.24 .. . .1.25 . . 1.26. . 1.26 1.24 . 1.24 1.28 1.27 1.27 .'.' 122 .' . . 1.22 1.22 1.22 . 1.22. 1.22 1.23 1.23 + + + + + + + + + + + + + + + + + • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ' •• • • • • • • • • • • • • • • . • • • • • • • • • • • • • • * • • • • • • • • • • • • ' • • • • • • • Existing Beneficial Use O Potential Beneficial Use + Excepted From MUN (See Text) Waterbodies are listed multiple times if they crass hydrologlc area or sub area boundaries.i ' Beneficial use designations apply to all tributaries to the Indicated waterbody, if not listed separately. Table 2-2 BENEFICIAL USES 2-14 March 12, 1997 Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS 1,2 Inland Surface Waters Hydrolpgic Unit Basin Number BENEFICIAL USE M u- N A G R I N D P R 0 C 3 W R F R S. H. P 0 W R E C. 1 R E C 2 B I O L . W A R M C O L D W I L D R A R E S P W N ian Juan Creek Watershed - continued Arroyo Trabuco Creek Oso Creek La Paz Creek San Juan Creek Mouth 1.27 1.21 1.21 1.27 + + + '•'• • » • . • • •. • • • '• • • • • • • • • • • • See' Coastal Waters - Table 2-3 Orange County Coastal Streams Prirha Deshecha Canada unnamed Intermittent coastal streams Segunda Deshecha Canada 1.31 1.30 1.32 *+ + •' • • O o 0 • ' • • • • • • • • San Mateo Creek Watershed San Mateo Creek Devil Canyon Cold Spring Canyon San Mateo Canyon Los Alamos Canyon Wildhorse Canyon Te'haja Canyon Bluewater Canyon 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 + + + + + + + + 0 o 0 0 0 o o o • • • • • • • • • • • • ' • • • ' • • '• ' • ' • • ' • • • • • • • • • Existing Beneficial Use O Potential Beneficial Use + Excepted From MUN (See Text) Waterbodles are listed multiple times If they Cross hydrologle area or sub area boundaries. Beneficial use designations apply to all tributaries to the Indicated waterbody, if not Hated separately. Table 2-2 BENEFICIAL USES 2-1.6 March 12, 1997 ••"I 'fe Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS 1,2 Inland Surface Waters Hydrologlc Unit Basin Number BENEFICIAL USE M U N A G R I N D P R 0 C G W R F R S H P 0 W R E C 1 R E C 2 B I 0 L W A R M C 0 L D W I L D R A R E S P W N San Mateo Creek Watershed - continued . Nickel Canyon Christlanltos Creek Gablno Canyon La Paz Canyon Blind Canyon Talega Canyon San Afateo Creek Mouth 1.40 1.40 1.40 1.40 1.40. 1.40 1.40 + + + + + + O o O o o 0 • • • •• • • • •' • • '• • • • • • * • • • • • • • • See Coastal Waters- Table 2-3 San Onofire Creek Watershed San Onofre Creek . San Ohbfre Canyon North Fork Jardine Canyon San Onofre Canyon San Onofre'Canyon South ForH San Onofns cYee/r Mouth unnamed intermittent coastal streams Foley Canyon Horno Canyon Las Floras Creek 1.51 -..- 1.51 1.51 1.51 1.51 1.51 1.51 1.51 1.51 1.52 + + + + + • • • • •' • • • • • • ' •' • • • • • • • • • • • • • • • • • • • •• • • • ._ . ,^_, .. _ — See Coastal Waters- Table 2-3 + + *+ • • '• • • • • • • • • • • • • •• • • • • . •• • Existing Beneficial Use O Potential Beneficial Use -+ EXCeptecJ FrorrrMUNfSeeText) Water-bodies are Hated multiple times If they cross hydrologlc area or sub area boundaries. I ' Beneficial use designations apply to all tributaries to the Indicated waterbody, If not listed separately. Table 2-2. BENEFICIAL USES 2-16 March 12, 1997 Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS 1.2 Inland Surface Waters Hydrologic Unit Basin Number BENEFICIAL USE M U N A G R I N D P R O C G W R F R S H P O W R E C 1 R E C 2 B I O L W A R M C O L D W I L D R A R E S P W N San Onofre Creek Watershed - continued Piedra da Lumbre Canyon unnamed intermittent coastal streams Aliso Canyon French Canyon Cocklebur Canyon 1.52 1.52 1.53 1.53 1.53 + + + + + • • • ' • • • • • • • • • • • • • • • • • • . • • • • • • • • a Santa Margarita River Watershed Santa Margarita River Murrieta Creek Bundy Canyon Slaughterhouse Canyon Murrieta Creek Murrieta Creek Cole Canyon Miller Canyon Warm Springs Creek Diamond Valley Goodhart Canyon 2.22 '-. 2.31 2.31 2.31 2.32 2.52 2.32 2.32 2.36 2.36 2.36 • • • • • • • • • • • • • • • . • • • . • • • • • • • • • • • • • • . • • • • • • • • • 0 0 O 0 0 O O 0 O 0 • • • • • • • • • • • • • • • • • • • • • • •• • • • • ' • • • • • • • • Existing Beneficial Use O Potential Beneficial Use + Excepted From MUN (See Text) Waterbodles are Hated multiple times if they cross hydrologic area or sub area boundaries. ' Beneficial use designations apply to all tributaries to the Indicated waterbody, if not listed separately. Table 2-2 BENEFICIAL USES 2-17 March 12, 1997 Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS 1,2 Inland Surface Waters Hydrologic Unit Basin Number BENEFICIAL USE M U N A G R I N D P R 0 C G W R F R S H P O W R E C 1 R E C 2 B I O L W A R M C O L D W I L D R A R E S P W N Santa Margarita River Watershed - continued Pixley Canyon Warm Springs Creek Domenlgonl Valley Warm Springs Creek Warm Springs Creek French Valley Santa Gertrudis Creek Long Valley Glenoak Valley Tucalota Creek Willow Canyon Lake Skinner Tucalota Creek Crown Valley Raw/son Canyon Tucalota Creek Santa Gertrudis Creek 2.36 2.35 2.35 2.34 . 2.33! 2.33 2.42 2.42 2.42 . "... 2.43 . . 2.44 2.41 2.41 2.41 . 2.41 . . . 2.42 2.32 • • . • • • • • _ • ' • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • O 0 O O 0 O •o O P o o • • • • • • ' • '• • • • • • • • • • • • • • • • • • • • ' • • • • • • • • • • See Reservoirs & Lakes- Table 2-4 • • • • • • • • • • • • • • • • • • • • 0 O O 0 • • • • • • o • • • • * • • • • • • • • • • . • • • • Existing Beneficial .Use 0 Potential Beneficial Use Waterbodles are listed multiple tlmas If they cross hydrologic area or sub area boundaries. ' Beneficial use designations apply to all tributaries to the indicated waterbody, If not listed separately.. Table 2-2 BENEFICIAL USES 2-18 March 12, 1997 Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS 1,2 Inland Surface Waters Hydrologic Unit Basin Number BENEFICIAL USE M U N A G R I N D P R O C G W R F R S H P O W R E C 1 R E C 2 B I O L W A R M C O L D W I L D R A R E S P W N Santa Margarita River Watershed -continued Long Canyon > Temecula Creek Kohler Canyon Rattlesnake creek Temecula Creek Chihuahua Creek Chihuahua Creek Cooper Canyon Iron Spring Canyon Temecula Creek Gulp Valley Temecula Creek Tula Creek Million Dollar Canyon Cottonwoad Creek Temecula Creek Long Canyon 2.32 2.93 2.93 2.93 2.92 2.94 2.92 2.92 2.92 2.91 2.91 2.84 2.84 2.84 2.84 2.83 2.93 ••••O 0 0 0 O O 0 0 0 O 0 • • • • • • • • •• • • • • • • • * • • • • • • • • • • • • • • • • • • • • • • • • • • • • ' • • • • • • • • • • • • • • • • • • '• • • • • • • • • • • Existing Beneficial Use Q Potential Beneficial Use Waterbodies are listed multiple times If they cross hydrologio ares or sub area boundaries.i - ' Beneficial use designations apply to all tributaries to the Indicated waterbody, If not listed separately. Tabla 2-2 BENEFICIAL USES 2-19 March 12, 1997 Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS 1,2 Inland Surface Waters Hydrologlc Unit Basin Number : BENEFICIAL USE M U N A G R' I N D P R 6 C G W R F R ' S H P O W R E C 1 R E C 2 B I 0 L W A R M C O L D W I L D R A R E S P W N Santa Margarita River Watershed - continued ~ Vail Lake 'Wilson Creek Wilson Creek Cahuilla Creek Hamilton Creek Hamilton Creek Cahuiila Creek Cahollla Creek Elder'Creek Cahuiila Creek Wilgori Creek LewisA/alley Arroyo Saco Creek Arroyo Seco Creek Kolb Creek Temecula Creek Temecula Creek 2.81 2.63 2.61 2i73 2.74 2.73 2.72 2.71 . 2.71. 2.61 2.81 2.62 2.81 2.82 2.81 2.81 2.51 See Reservoirs & Lakes- Table 2-4 ••••• 0 O O O 0 .0 O 0 O • O • • • • O • • • • •• • • • •• • • • • • • • • • • • e • • • ••• • • • • • • • «• • • • •• • • • . • • • • • • • • ', • • • • •• '• • •• • Existing Beneficial Use 0 Potential Beneficial Use Waterbodles are listed multiple times If they cross hydrologlc area or sub area boundaries. Beneficial use designations apply to all tributaries to the indicated waterbody, If not listed separately. Table 2-2 BENEFICIAL USES 2-20 March 12, 1997 Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS 1,2 Inland Surface Waters Hydrologlc Unit Basin Number BENEFICIAL USE M U N A G R 1 N D Santa Margarita River Watershed -continued . • . Temecuia.c.reek . Pechanga Creek Rainbow Creek Rainbow Creek Sandia Canyon Walker Basin Santa Margarita River DeLuz Creek . •• Cottonwood Creek Camps Creek Fern Creek Roblar Creek O'Neill Lake . Santa Margarita River Wood Canyon Santa Margarita River Santa Margarita River Pueblltos Canyon 2.52 2.52 2.23 2.22 2.22 2.22 2.21 2.21 2.21 2.21 2.21 2.21 . . .2.13 2.13 2.13 2.12 2.11 2.11 • • • • • • . • • • • .• • • • • • • • • • • • • • • • . • • • • • P R O C G W R F R S H P O W R E C 1 R E C 2 B I O . L W A R M C O L D W I L D R A R E S P W N 0 0 • • • • • • • • • • • ' • • • • • • • • • • • • • • • • « • • • ' • • • • • • • • • • * • • • • • • • • • • ' • • • • • • • See Reservoirs & Lakes- Table 2-4 • • • . • • • • • • • • • • • .• • • A • • • • . • • • • • • ' • • • • • • • • • • • • • • • • • • . • • • Existing Beneficial Use Waterbodles are listed multiple times if they cross hydrologlc area or sub area boundaries. O Potential Beneficial Use Beneficial use designations apply to all tributaries to the indicated watertoody, If not listed separately. Table 2-2 BENEFICIAL USES '2-21 March 12, 1997 Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS 1,2 Inland Surface Waters Hydrotoglc Unit Basin Number BENEFICIAL USE M U N A G R I N D P R 0 C G W R F R S H P 0 W R E C 1 R E C 2 B 1 0 L W A R M C O L D W 1 L D R A . R E S P W N Santa Margarita River Watershed - continued Newton Canyon Santa Margarita Lagoon .. .2.11 . . 2.11 ••••••• •• Sea Coastal Waters- Table 2-3 San Luis Rey River Watershed San Luis Rey River Johnson Canyon San Luis Rey River Canada Aguanga Dark .Canyon Bear Canyon .Cow Canyon Blue Canyon . RoQk Canyon. Agua.Caliente Creek unnamed.Tributary Canada Agua Caliente ^ Canada Verde ...... .. ... Ward Canyon Lake Hanshaw 3.32 3.32 3.31 3.31 3.31 3^31 - 3.31 : 3.31 -. 3.31 3.31 3.3V- 3.31 3.31 3.31 3.31 • • • • ' • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • *• • • • • • • • • • • • . • • • • • • • • • • • . • • • • • • • • • ' • • • • • • • • • ' • • • • • • • • • • • • • a • • • • • • • • • • • • • • • .,• • • • • • • • • • • • • • • • • • • • • • • '• • • • • • • • • See Reservoirs & Lakes- Table 2-4 • Existing Beneficial Use 0 Potential Beneficial Use Waterbodles are listed multiple times if they cross hydrologlc area or sub area boundaries.i ' Beneficial use designations apply to all tributaries to the Indicated waterbody, if not listed separately. Table 2-2 BENEFICIAL USES 2-22 March 12, 1997 Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS 1,2 Inland Surface Waters Hydrologlc Unit Basin Number BENEFICIAL USE M U N A G R I N D P R O C G W R F R S H P O W R E C 1 R E C 2 B I O L W A R M .C 0 L D W I L D R A R E S P W N San Luis Rey River Watershed - continued • West Fork San Luis Rey River Fry Creek Iron Springs Creek Buena Vista Creek Cherry Canyon Bertha Canyon Hoover Canyon Buck Canyon Bergstrom. Canyon San Ysldro Creek Matagual Creek Carrizo Creek Carrista Creek Kumpohul Greek San Luis Rey River San Luis Rey River Wigham Creek 3.31 3.31 3.31 3.31 3.31 3.31 3.31 3.31 3.31 3.31 3.31 3.31 3.31 3.31 3.31 3.23 3.23 • • • • • • • • • • • • ' • • • • • • • • • • •; • • • • • •; • • • • • • • • • • • __• • • • • • • • • • • • • • • • • • • • '• ' • • • • •' • • • . • • • • • • • • • • • • • • • • • .• • • • • • • • • • • ' • • • • . • • • • •• • • • • • • • • • • • • • • • • • • • • • . • • • • • • • • • • • • ». • • • • • • : • • • • . . • • . • • • • • • ' • • O • • • • • • • Existing Beneficial Use Waterbodies are listed multiple times If they cross hydrologlc area or sub area boundaries. 0 Potential Beneficial Use Beneficial use designations apply to all tributaries to the Indicated waterbody, if not listed separately. Tabla 2-2 BENEFICIAL USES ' 2-23 March 12, 1997 Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS 1,2 Inland Surface Waters Hydrologic Unit Basin Number BENEFICIAL USE M U N A G R I N. D P R 0 C G W R F R S H P 0 W R E C 1 R -E C 2 B I 0 L W A R M C 0 L D W I L ' D R A R E S P W N San Luis Rey River Watershed - continued Prisoner Creek Lusardi Canyon Cedar Creek San Luis Rey River Bee Canyon Paradise Creek Hell Creek Horsethlef Canyon Potrero Creek Plaisted Creek Yuima Creek Sycamore Canyon , Paurna Creek Doane Creek Chimney Creek French Creek Lion Creek 3.23 3.23 3.23 3.22 3.22 3.22 3.22 . . 3.22 . 3.22 3.22 3.22 3.22 3.22 3.22 3.22 3.22 3.22 • • • • • • • • • • • • • • • • • • • • • • • • • • •' • • • • • • • • • •' • • • • • • • • • • • • • • • •• • •* • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • . • . •• • • • • • « • • • • • • • • • • • • • •• • • • . • • • • • • • • • • • • • ' • • • • . • • • • • '• • • • • • • • '• • • • • • • • Existing Beneficial Use O Potential Beneficial Use Waterbodles are listed multiple times if they cross hydrologlc area or sub area boundaries. I ' Beneficial use designations apply to ail tributaries to the indicated waterbody, If not listed separately.. Table 2-2 BENEFICIAL USES 2-24 March 12, 1397 Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS 1,2 Inland Surface Waters Hydrologic Unit Basin Number BENEFICIAL USE M U N A Q R 1 N D P R O C 6 W R F R S H P O W R E C 1 R E C 2 B I O L W A R M C 0 L D W I L D . R A R E S P W N San Luis Rey River Watershed - continued Harrison Canyon Jaybird Greek Frey Creek Agua Tibia Creek San Luis Rey River Marlon Canyon Magee Creek Castro Canyon Trujillo Creek Pala Creek Gomez Creek Couse'r Canyon Double Canyon Rice Canyon San Luis Rey River Keys Creek Moosa Canyon 3.22 3.22 3.22 3.22 3.21 3.21 3.21 3.21 3.21 3.21 3.21 3.21 3.21 3.21 3.12 3.12 3.15 • • • • • • • • • • • • • • + + + • • • • • • • • • • • • • • • • • • • • • • ' • ' • • • • • • • • • • • • • • • : • • • • • • • • • • • • • • • • • • • • • • • '• • • • • • • • • • • • • • • • .• • • • • • • • • • • • • • • • • • • • • . • • • • • • • • • • • • • '• • • • • • • • • • • • • • • • • • Existing Beneficial Use 0 Potential Beneficial Use + Excepted From MUN (See Text) Waterfaodies are listed multiple times If they cross hydrologlc area or sub area boundaries. i ' Beneficial use designations apply to all tributaries to the indicated waterbody, if not listed separately. Tabla 2-2 BENEFICIAL USES'2-26 March 12, 1997 Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS 1,2 Inland Surface Waters Hydrologic Unit ..I3asln Number BENEFICIAL USE M U N A G R I N D P R 0 C G W R F R S H P 0 W R E C 1 R E C . 2 B I 0 L W A R M C O L D W I L D R A R E S P W N San Luis Rey River Watershed - continued unnamed Intermittent streams Moosa Canyon ' Moosa Canyon Turner Lake South Fork Moosa Canyon Moosa Canyon Gopher Canyon South Fork Gopher Canyon San Luis Rey River Pilgrim Creek Windmill Canyon Tuley Canyon Lawerence Canyon Mouth of San Luis Rey River 3.16. . '114. .. . 3.13 + + + •' • • • • • ' • • • • • • • • ' • • • • 3.13 See Reservoirs .& Lakes- Table 2-4 3.13 3.12 3.12 3.12 3.11 / 3.11 3.11 3.11. 3.11 . . 3,11 .. + + + • + + + + + + • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • » •r • • • • • • • • » • • • See Coastal Waters- Table 2-3 San Diego County Coastal Streams Loma Alta Creek Lome Alta Slough . .. .4..10. . .. 4.10 +o ••• See Coastal Waters-Table 2-3 • Existing Beneficial Use 0 Potential Beneficial Use ...+.. ExqeptedTrom MUN (See Text) Waterbodles are listed multiple times If they cross hydrologic area or sub area boundaries. [ ' Beneficial use designations apply to all tributaries to the indicated waterbody, If not listed separately.' Tabla 2-2 BENEFICIAL USES 2r26 March 12, 1997 Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS 1,2 Inland Surface Waters Hydrqlogic Unit Bqsin Number BENEFICIAL USE M U N A G R 1 N D P R 0 C G W R F R S H P O W R E C 1 R E C 2 B I 0 L W A R M C 0 L D W I L D R A R E S P W N Sari Diego County Coastal Streams -continued Buena Vista Lagoon Buena Vista Creek Buena Vista Creek Agua Hedlonda Agua Hedionda Creek Buena Creek Agua Hedlonda Creek Letterbox canyon Canyon de las Encinas 4.21 4.22 4.21 4.31 4.32 4.32 4.31 4.31 4.40 See Coastal Waters- Table 2-3 .+ + • • • • • • • • • • • • • •• See Coastal Waters- Table 2-3 • • • • • + • • • • • • . • • • • • • O • • • • • • • • • • • • • • • • San Marcos Creek Watershed BatlquftoS'Jiagdon San Marcos Creek unnamed Intermittent streams 4.51 4.52 4.53 San Marcos Creek Watershed San Marcos Creek Enclnltas Creek 4.51 4.51 See Coastal Waters- Table 2-3 + + • • , • . ^i • + • • • • • • • • . • • • • • • • • • • • • • Existing Beneficial Use O Potential Beneficial Use + Excepted From MUN (See Text) Waterbodies are listed multiple times If they cross hydrologic area or sub area boundaries. t ' Beneficial use designations apply to all tributaries to the Indicated waterbody, If not listed separately. Table 2-2 BENEFICIAL USES 2-27 March 12, 1997 ... t * Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS 1,2 Inland Surface Waters Hydrologlc Unit Basin Number BENEFICIAL USE M U N. A G R I N D P R 0 C G W R F R S H P O W R E C 1 R E C 2 B I 0 L W A R M C O L D W I L D R A R E S P W N Escondldo Creek Watershed San EUJo"Lagoon Escondido Creek Lake Wohlford LakeDixon Escondldo Creek Reldy Canyon Escondido Creek " ""4.61 ' ' 4^63 4.63 4.62 4.62 4.62 4.61 •• •O See Coastal Waters- Table 2-3 t ••••••• See Reservoirs & Lakes- Table 2-4 See Reservoirs & Lakes- Table 2-4 • • • • • • • • O 0 0 • • • • • • • • • • • • • • • San Dlegulto River Watershed Santa Ysabel Creek Dan Price Creek Santa Ysabel Creek Witch Creek Sutherland Lake Blbbffidale Creek Santa Ysabel Creek L&kePoway •••••••••• Black Canyon 5.54 . 5.54 5.53 5.53 5.53 5.53 5.52 5.52 • 5.52 • * • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • .• • • • • • See Reservoirs & Lakes- Table 2-4 • • - • • • •• • • • • • .• • • • • • •• See Reservoirs & Lakes- Table 2-4 •••••••••• • Existing Beneficial Use O Potential Beneficial Use Watarbodies are listed multiple times if they cross hydrologlc area or sub area boundaries. i ' Beneficial use designations apply to all tributaries to the Indicated waterbody, If not listed separately. Table 2-2 BENEFICIAL USES 2-2B March 12, 1997 Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS 1,2 Inland Surface Waters Hydrologjc Unit Basin Number BENEFICIAL USE M U N A G R I N D P R O C G W R F R S H P O W R E C 1 R E .C 2 B I O L W A R M C O L D W I L D R A R E S P W N San DIegulto River Watershed -continued • Scholder Creek Temescal Creek Bear Creek Quail Canyon Carney Canyon Santa Ysabel Creek Boden Canyon Clevenger Canyon Santa Ysabel Creek Tims Canyon Schoolhouse Canyon Rockwood Canyon GueJIto Creek unnamed Intermittent streams Rockwood Canyon Santa Maria Creek Hatfield Creek 5.52 5.52 5.52 5.52 5.52 5.51 5.51 5.51 5.32 5.32 5.32 5.35 5.35 5.36 ' 5.32 5.41 5.45 • • • • • • • • • • ' • '• • • • • • • • • • • • • • * • * • * • •' • •' • • • ' 0 • • • • • • • • • • • • • • . '• • • • • • • • • • • • • » • • • '• • • • • • '• O 0 0 0 O 0 O • • •. • • • • • • • • • • • • • • • • • • '• • • 0 • •' • • • • • • • • * • • • • •• • • • • • • • • •. ' • • • • :• • • • • • • • , • Existing Beneficial Use Waterbodies are listed multiple times If they cross hydro-logic area or sub area boundaries. O Potential Beneficial Use Beneficial use designations apply to all tributaries to the indicated waterbody, If not listed separately, Table 2-2 BENEFICIAL USES 2-29 March 12, 1897 Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS 1,2 Inland Surface Waters Hydrologic Unit Basin Number . BENEFICIAL USE M U N A G R I N D P R 0 C . G W R F R S H P 0 W R E C 1 R E C 2 B I 0 L W A R M C O L D W I L D R A R E S P W N San Dleguito River Watershed - continued Hatfleld 'Creek Wash Hollow Creek Wash Hollow Creek Hatfield Creek Santa Teresa Valley ; unnamed inteTmittent streams Hatfield Cree1< Santa Maria Creek unnamed intermittent streams unnamed Intermittent streams San Dleguito River unnamed Tributary San DIeguitp River Highland Valley Lake Hodges 'San Dlegulto Reservoir Warren Canyon 5.44 5.43 ' " 5.44 5.42 5.46 '" 5.47 5.41 5.32 5.33 5.34 5.32 5.32 5.21 5.31 5.21" 5.21 5.21 • •' • • •• • • • • • • • • • • . • • • • • • • • '• •• • • • • • • • » ••• ••• '• •• • • • •• • • • • • . • • • • • • • • ; • • • • • • • • • • • • • • • • • • 0 o o 0 o 0 • • • • • . • • • • • • • • - • •••• • • . • • • • • • • • "• • • • • • • • • « • • • •• • 0 • • • See Reservoirs & Lakes- Table 2-4 See Reservoirs & Lakes- Table 2-4 ••••• '•••• • Existing Beneficial Use O Potential Beneficial Use Waterbodles are listed multiple times If they cross hydrologlc area or sub area boundaries. Beneficial use designations apply to all tributaries to the Indicated waterbody, If not listed separately. Table 2-2 BENEFICIAL USES 2-30 March 12, 1997 11 II I f 1I 11 II II I i i i i i "I ii if II I It I | I Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS 1,2 Inland Surface Waters Hydrologic Unit Basin Number BENEFICIAL USE M U N A G R I N D p R 0 C G W R F R S H P O W R E C 1 R E C 2 . B I O L W A R M C O L D W I L D R A R E S P W N San Dlegulto River Watershed - continued ' - . San Bernardo Valley unnamed Intermittent streams unnamed Intermittent streams unnamed intermittent streams San Dteguito River Lusardl Creek Lusardi Creek La Zanja Canyon Gonzales Canyon San Dlegulto Lagoon 5.21 5.24 5.23 5.22 5.11 5.12 5.11 5.11 5.11 5.11 • • • • + + + + + • • • • 0 0 0 o o • • • • 0 o 0 0 o • • • • • • • • • • • • • _. • ' • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • See Coastal Waters- Table 2-3 Los Penasquitos Creek Watershed Los Penasquitos Lagoon Soledad Canyon Carol Canyon Mlramar Resen/o/r Los Penasquitos Creek Rattlesnake Creek 6.10 6.10 6.10 6,10 6.20 6.20 See Coastal Waters- Table 2-3 + + • • • • 0 0 • • • • • • • • •• . See Reservoirs & Lakes- Table 2-4 + + • • 0 o • • • ; • • • • . • • •- • Existing Beneficial Use 0 Potential Beneficial Use + Excepted From MUN (See Text) Waterbodles are listed multiple times If they cross hydrologlc area or sub area boundaries. Beneficial use designations apply to all tributaries to the Indicated waterbody, if not listed separately. Table 2-2 BENEFICIAL USES 2-31 March 12, 1997 Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS 1,2 Inland Surface Waters Hydrologlc Unit Basin Number . BENEFICIAL USE M U N A G R I N D P R O C 3 W R F R S H P 0 W R E C 1 R E C 2 B I 0 L W .A R M C O L D W I L D R A R E S P W N San Diego River Watershed - continued San Vicente Reservoir West Branch San Vicente Creek Padre Barona Creek Wright Canyon Featherstone Canyon Padre Barona Creek Foster Canyon San Vicente Creek Slaughterhouse Canyon Las Coches Creek Rios Canyon Los Coches Creek Forrester Creek Forrester Creek.— ........ , . Sycamore Canyon unnamed tributary Clark Canyon 7.21 7.21 7.24' .7.24 7.24 7.12 7.21. 7.12. 7.12 ':.... 7.14. ... 7.14 7.12 .7.13 .7.12" .. ' .7.12 7.12 7;12 See Reservoirs & Lakes- Table 2-4 » • • • o • o o 0 o o 0 0 + + + • • • • • • • • • • • • • '• • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • « • • • ' • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • < • • • • • • 0 a • *• • • • • • • • • Existing Beneficial Use O Potential Beneficial Use + ..Excepted From MUN (See Text) Waterbodfes are listed multiple times If they cross hydrologlc area or sub area boundaries. I ' ' Beneficial use designations apply to all tributaries to the Indicated waterbody, if not listed separately. Tabla 2-2 BENEFICIAL USES 2-36 March 12, 1997 Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS 1,2 Inland Surface Waters Hydrologic Unit Basin Number ' BENEFICIAL USE M U N . A G R I N D P R 0 C G W R F R S H P O W R E C 1 R E C 2 B I 0 L W A R M C O L D W I L D R A R E S P W N San Diego River Watershed - continued . Wast Sycamore Canyon Quail Canyon Little Sycamore Canyon Spring Canyon Oak Canyon San Diego River unnamed Tributary Alvaradb Canyon Lake Murray Murphy Canyon' Shepherd Canyon Murray Canyon Mouth of San Diego River 7.12 7.12 7.12 7.12 7.12 7.'11 7.11 . 7.11 7.11 7.11 7.11 7.11 7.11 + + + + + . + + H- • . • • • • • • • • '• • • • • • • • • • • • • • • • • • • • • • • • • •: • • • • • • • • • • • • • • • • • • • See Reservoirs & Lakes- Table 2-4 + •+ + • •• • • • • • • • • • • • • • • ' • • • • • See Coastal Waters- Table 2-3 San Diego County Coastal Streams unnamed intermittent coastal streams Powerhouse Canyon Chollas Creek 8.10 8.21 8.22 + + + O 0 0 • . • • • • • • ,• • • Existing Beneficial Use O Potential Beneficial Use + Exeepted From MUN (See Text) Waterbodies are Hated multiple times If they cross hydfologic area or sub area boundaries:i • . " Beneficial use designations apply to all tributaries to the Indicated waterbody, If not listed separately. Table 2-2 . BENEFICIAL USES 2-37 March 12, 1997 * - * * i * k , • i J t Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS 1,2 Inland Surface Waters Hydrologic Unit Basin Number BENEFICIAL USE M U N A G R I N D P R O C G W R F R S H P O W R E C 1 R E C 2 B I O L W A' R M C O L D W I L D R A R E S P W N San Diego County Coastal Streams - continued . . South Chollas Valley unnamed Intermittent streams' Paradise Creek ' ' • ' Paradise Valley 8.22 8.31 8.32 8.32 . + + + + O O O •o • • • • • • • • • •• • • • • SWeetwater River Watershed Sweetwater River Stonewall Creek Harper Creek Cold Stream Japacha Creek Juaquapln Creek Arroyo Seco Sweetw/ater 'River Descanso Creek Samagatuma Creek Sweeftvater River 9.35 9.35 9.35 9.35 9.35 9.35 9.35 9.34 9.34 9.3'4 9.31 • •• . • • • . • • • ' • : • ' • - • • • • • • • • • 'f • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ' • • • • • • • • • • • • • • • • • • • • • • • • • • • . • • • • • • • • • • • • • • • • • . • • • Existing Beneficial Use O Potential Beneficial Use + Excepted From MUN (See Text) Waterfaodles are Hated multiple times If they cross hydrologlc area or sub area boundaries. i ' Beneficial use designations apply to all tributaries to the Indicated waterbody, If not listed separately. Tabla 2-2 BENEFICIAL USES 2-pa March 12, 1997 Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS 1,2 Inland Surface Waters Hydrologic Unit Basin Number BENEFICIAL USE M U N A G R I N D P R O C G W R F R S H P O W R E C 1 R E C 2 B I 0 L W A R M C O L D W I L D R A R E S P W N Sweetwater River Watershed -continued • Vlejas Creek Viejas Creek Love/and Reservoir Taylor Creek Japatul Valley •' Sweetwater River unnamed tributary Lawson Creek Beaver Canyon Wood Valley Sycuan Creek North Fork Sycuan Creek North Fork Sycuan Creek • Denesa Valley Harbison Canyon Galloway Valley Mexican Canyon 9.33 9.31 9.31 9.31 9.32 9.21 9.21 9,21 9.21 9.21 9.25 9.26 9.25 9.23 9.23 9.24 9.21 • • • • • • • • • • • • • • • • • • • See Reservoirs & Lakes- Table 2-4 • • • • • • • • • • ' • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • . • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Existing'Beneficial Use O Potential Beneficial Use Waterbodles are listed multiple times If they cross hydrologlc area or sub area boundaries. I ' Beneficial use designations apply to all tributaries to the Indicated waterfaody, If not listed separately. Table 2-2 BENEFICIAL USES 2-39 March 12, 1997 Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS •u Inland Surf ace Waters Hydrologic Unit Basin Number .BENEFICIAL USE M U N A G R I N D P R O C G W R F R S H P 0 W R E C 1 R E C 2 B I 0 L W A R M C O L D W I L D R A R E S P W N Sweetwafef River Watershed - continued unnamed intermittent streams Steel Canyon Sweetwafer Resetvotr Coori Canyon Swe'etwater River Spring Valley Wild Mans Canyon Long Canyon Rice Canyon Telegraph Canyon 9.22 9.21 9.21 9.21 9.12 9.12 • 9.12 9.12 9.12 9.11 • • • • • • • • • • • • • • • • • , See Reservoirs & Lakes- Table 2-4 • + + + + + + •• • • • • • • • •• O O O 0 0 O • • • • • • • • • • • • • • • • • • • • • • • San Diego County Coastal Streams . unnamed intermittent coastal streams 10.10 +O • Otay RJveir Watershed Jamul Creek Jamul Creek Jamul Creek Dulzura Creek 10.34 10.33 10.36 10.37 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • Existing Beneficial Use O Potential Beneficial Use + Excepted From MUN (See'Text) Waterbodies are listed multiple times If they cross hydrologlc area or sub' area boundaries.i ' Beneficial use designations apply to all tributaries to t(ie Indicated waterbody, if not listed separately. Table 2-2 BENEFICIAL USES 2-40 March 12, 1937 Table 2-2, BENEFICIAL USES OF INLAND SURFACE WATERS 1,2 Inland Surface Waters Hydrologic Unit Basin Number BENEFICIAL USE M U N A G R I N D p- R 0 C G W R F R S H P O W R E C 1 R E C 2 B I O L W A R M C O L D W I L D R A R E s P W N Otay River Watershed - continued • Dulzura Creek Dutchman Canyon Pringle Canyon Sycamore Canyon Hollenbeck Canyon Lyons Valley Cedar Canyon Little Cedar Canyon Jamul Creek Lower Otay Reservoir unnamed tributary Upper Otay Reservoir Proctor Valley Otay River O'Neal Canyon Salt Creek Johnson Canyon 10.36 . 10.36 10.36 10.36 10.36 10.35 10.36 . 10.36 -• 10.31 10.31 10.31 10.32 10.32 10.20 10.20 10.20 10.20 • • '• • • • • • • • ' • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • '• • • • • • • • • • • • • • • • • • • • • • • •' • . • • . • • ' • • • See Reservoirs & Lakes- Table 2-4 ••••••• t • See Reservoirs & Lakes- Table 2-4 • . + + + . + • • • • • • O O O 0 •• 0 O O O • • • • • « • • • • • m • • • • • • Existing Beneficial Use O Potential Beneficial Use + Excepted From MUN (See Text) Waterfoodles are listed multiple times If they cross hydrologic area or sub area boundaries. I ' Beneficial use designations apply to all tributaries to the indicated waterbody. If not listed separately. Table 2-2 BENEFICIAL USES 2-41 March 12, 1997 Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS 1,2 Inland Surface Waters Hydrplogic Unit Basin Number. BENEFICIAL USE M U N A G . R I N D P R O C G W R F. R S H P O W R E C 1 R E C 2 B I 0 L W A R M C 0. L D W I L D R A R E .' S P W N Otay River Watershed - continued Wolf Canyon Dennery Canyon PogI Canyon 10.20 10.20 .10,20. + . + + • • • 0 O O O 0 O • • • • • • • • • Tijuana River Watershed Tijuana River Moody Canyon Smugglers Gulch Goat Canyon Tijuana River Estuary Spring Canyon Dillon Canyon Finger Canyon Wruck Canyon unnamed Intermittent streams unnamed Intermittent streams Tijuana River Tecate Creek 11.11 % 11.11 11.11 11.11 11.11 11.12 1.1.12 11.12 . 11.12 11.12. 11.21 11.21 11,23 + + + + O 0 0 0 .0 0 0 0 • • • • • • • • • • • • • • . See Coastal Waters- Table 2-3 . + + ' + + + + + + • • • • • • 0 O O O O .•.0 O O O. O • • • • • • • • • • . • « • • • • • • • • • • . • • • • • •I • Existing Beneficial Use 0 Potential Beneficial Use + Excepted From MUN (See Text) Waterbodles are listed multiple times If they cross hydrologic area or sub area boundaries, i . . ' Beneficial use designations apply to all tributaries to the indicated waterbody, if not listed separately. Tabla 2-2 BENEFICIAL USES 2-42 March 12, 1S97 Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS 1,2 Inland Surface Waters Hydrologlc Unit Basin Number BENEFICIAL USE M U N A G R I N D P R O C G W R F R S H P 0 W R E C 1 R E • C 2 B I O L W A R M C O L D W I L D R A R E S P W N Tijuana River-Watershed - continued • • Cottonwood Creek Kitchen Creek Long Canyon Troy Canyon Fred Canyon Horse Canyon La Posta Creek Simmons Canyon La Posta Creek Morena Reservoir Morena Creek Long Valley Bear Valley Cottonwood Creek Mauser Creek Salazar Canyon Barrett Lake 11.60 11.60 11.60 11.60 11.60 11.60 11.70 11.70 11.60 11.50 11.50. 11.50 11.50 11.30 11.30 11.30 11.30 • • • • • _•. • • . * • • • • • • • • • • • • • • • • • • • • • . • • • • • • • • • • • • • • • O O O O O O • • O • • • • • • • • • • • • • • • • • • • • • • • • • • • ' • • • • • • • ' » • • •. • • • • See Reservoirs & Lakes- Table 2-4 • • , • • • • « • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • See Reservoirs & Lakes- Table 2-4 • Existing Beneficial Use O Potential Beneficial Use Waterbodles are listed multiple times If they, cross hydrologlc area or sub area boundaries. i i Beneficial use designations apply to all tributaries to the indicated waterbody. if not listed separately. Table 2-2 BENEFICIAL USES 2-43 March 12, T997 Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS 1,2 Inland Surface Waters Hydrologic Unit Basin Number BENEFICIAL USE M U N •A- G R I N D P R 0 C G W R F R S H P 0 W R .E C 1 R E. C 2 B I O L W A R M C 0 L D W 'I L D R A R E S P W N IJTiJuana River Watershed - continued I Boneyard Canyon | .SKye..VaHey |- ... Pine Valley Creek Indian Creek Lucas Creek Noble Canyon 1 . Los Rasalles Ravine . Paloma Ravine• Bonita Ravine Chico Ravine Madero Ravine Los Gatos Ravinb Boiling Spring Ravine Agua Dulce Creek ... ,L Escqndldo Ravine I scove Canyon Pine Valley Creek 11.30 11.30 . . 11.41 11.41 11.41 11.41 . 11.42 11.42 11.42 11.42 11.42 11.42 11.42 11.42 ' 11.42. 11.41 . 11,30 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • * • • • • • • • • • • .• • ' • • • • • • • • • • •• • • • • • • • • • •; • • •' • ! • • • • • • . • • • • • • '• • • • • • • • • • • • • • • .• • • • • • • • • • • • • • • • • • • • • ' • • •• • • • • • • • • • • • • • • • • • • • • * • • • • • • • • • • • • • • • • • • • • • • • Existing Beneficial Use O Potential-Beneficial Use Waterhpdias are listed multiple times If they cross hydrologic area or sub area boundaries, i . • _ ' ' Beneficial use designations apply to all tributaries to the indicated waterbody, If not listed separately. Table 2-2 BENEFICIAL USES 2-44 March 12, 1997 N Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS 1,2 Inland Surface Waters Hydrologies Unit Basin Number BENEFICIAL USE M U N A G R I N D P R 0 C G W R F R S H P O W R E C 1 R E C 2 B I O L W A R M C O L D W I L D R A R E S P W N Tijuana River Watershed -continued Oak Valley Nelson Canyon . Secret Canyon. Horsethief Canyon Esplnosa Creek Wilson Creek Pats Canyon .•Cottonwood Creek . Dry Valley BobOwens Canyon McAlmond Canyon McAlmond Canyon Rattlesnake Canyon Potrero'Creek Little Potrero Creek Potrero Creek Grapevine Creek 11.30 11.30 11.30 11.30 11.30 11.30 11.30 11.23 11.23 11.23 11.24 11.23 11.23 11.25 11.25 11,23 11.23 • • • • • • • .* + + + + + + + + + • • • • • • • • • • * • • • • • • • • « • • • • • • • • • • • '• • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • . • • • • • • • • • • • • • • • • • • • • • • • • • • . • ; • • • • • • • • • • • • •' • . • • • • • • • • Existing Beneficial Use 0 Potential Beneficial Use + Excepted From MUN (See text) Waterbodies are listed multiple times If they cross hydrologlc area or sub area boundaries. t • . ' Beneficial use designations apply to all tributaries to the Indicated waterbody, if not listed separately. Table 2-2 BENEFICIAL USES 2-45 March 12, 1997 Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS 1,2 Inland Surface Waters Hydrologic Unit Basin Number BENEFICIAL USE .M U N A G R I N D P R 0 C G W R F R S H P O W R E C 1 R E C 2 B I O .L W A R M C O L D W I L D R A R E S P W N Tijuana River Watershed - continued Bee Canyon Bee Creek Mine Canyon unnamed Intermittent streams unnamed intermittent streams Campo Creek Diablo Canyon Campo Creek : Miller Creek 'Campo Creek Smith. Canyon unnamed Intermittent streams 11.22 11.23 11.21 11.81 11.82 11.84 11.84 " ". 11.83 11.83 11.82 11.82 11.85 + + + + •f + + + + + + + • • • • • • • • • • • • • • • • • • . • • • • • • • • • • • • • • • • • • • « • • • .• • • ' • • • • • • • • • Existing Beneficial" Use 0 Potential Beneficial Use + Excepted From MUN (See Text) Waterbodles are listed multiple times If they cross hydrologlc area or sub area boundaries. l ' Beneficial use designations apply to all tributaries to the Indicated'waterbody, If not listed separately. Table 2-2 BENEFICIAL USES 2^46 March 12, 1997 Table 2-3. BENEFICIAL USES OF COASTAL WATERS Coastal Waters Pacific Ocean Dana Point Harbor Del Mar Boat Basin Mission Bay Oceanslde Harbor • San Diego Bay ' Hydrologic Unit Basin Number BENEFICIAL USE I N D • N A V R E C 1 • R E C 2 • C .O M M • B I 0 L E S T • W I L D • • ; • • R A R E • • • • M A R . • • • • A Q U A M I G R • • • • ' • S P W N • « • ' • ,• W A R M S H E L L • • • • • • Coastal Lagoons ' Tijuana River Estuary Mouth, of San Diego River 2Los Penasquitos Lagoon San Dieguito Lagoon Batlquitos Lagoon San Elijo Lagoon Aqua' Hedionda Lagoon 11..11 7.11 6.10 5.11 4.51 . 5.61 4.31 • • • • '• • • • • • • • • • • •••• • • • • : • • •• • • • • • • ' • • - O 1 Includes the tidal prisms of the Otay and Sweetwater Rivers. 2 Fishing from shore or boat permitted, but other water contact recreational (REC-1) uses are prohibited. • Existing Beneficial Use Table 2-3 BENEFICIAL USES March 12, 1997 2-47 € ..,..: 1- Table 2-3. BENEFICIAL USES OF COASTAL WATERS Coastal Waters Hydrologic Unit Basin Number BENEFICIAL USE I N D N A V R E e 1 R E C 2 C 0 M M B I 0 L E S T W I L D R. A R E M A R A Q U A M I G R S P W N W A •R M S H E L L Coastal Lagoons - continued . . 2Buena Vista Lagoon Loma Alta Slough Mouth of San Luis Rey River Santa Margarita Lagoon Aliso Creek Mouth San Juan Creek Mouth San Mateo. Creek'Mouth San Onofre Creek Mouth 4.21 4.10 3.11 2.11 1.13 1.27 1.40 1.51 ,' • • • • * • • ' • • • • • • • • • • • 0 • • ' • • • • • ' • • • '• • • • •' • • • • • • • • t • • • • • • •• • 1 Includes-the tjdal prisms of the Qtay and Sweetwater Rivars. 2 Fishing from shore or boat permitted, but other water contact recreational (REC-1) uses are prohibited. • Existing Beneficial Use . O Potential Beneficial Use Table 2-3 BENEFICIAL USES 2-48 March 12, 1997 Table 2-4. BENEFICIAL USES OF RESERVOIRS AND LAKES Reservoirs & Lakes O'Neill Lake Lake Skinner Vail Lake Turner Lake Lake Henshaw San Dleguito Reservoir Lake Dixon Lake Wohlford Lake Hodges • Lake Poway Sutherland Lake Miramar Reservoir Lake Murray Lake Jennings San Vicente Reservoir ,EI Capitan Reservoir Cuyamaca Reservoir Sweetwater Reservoir Loveland Reservoir Lower Otay Reservoir Upper dtay Reservoir Lake Barrett Morena Reservoir Hydrologic Unit Basin Number 1 2.13 2.42 2.81 3.13 3.31 5.21 4.62 4.63 6.21 5.52 6.53 6.1O 7.1 1 7.12 7.21 7.31 7.43 9.21 9.31 10.31 10.32 1 1 .30 11.50 BENEFICIAL USE M U N • •4 A G R • • N D • •4 4 4 o o 0 • • • p R O C • * • 4 • •4 •4 4. G W R O * F R S H • 4 R E C 1 i i 1 i i 1 1 i i . i •i 1 i • i •• 4 R E C 2 4 4 •4 4 4 4 • 4 4 . • 4 4 4 4 4 4 4 W A R M 4 4 4 4 4 4 4 •4 4 •4 4 4 4 4 4 4 C o L D 4 4 4 4 •4 4 4 4 4 4 W 1 L D 4 • 4 4 4 4 4 4 •4 4 4 4 4 .4 4 R A R E 4 4 P 0 W 4 4 •• # 1 Fishing from shore or boat permitted, but other water contact recreational (REC-1) uses are prohibited. 4 Existlhg Beneficial Use '• O Potenetial Beneficial Use Table 2-4 BENEFICIAL USES 2-49 Septambar 8. 1094 Table 3-2. WATER QUALITY OBJECTIVES Concentrations not to be exceeded more than 10% of the time during any one one year period. Inland Surface Waters Hydrologic Unit Basin Number SAN JUAN HYDROLOGIC UNIT 901 .00 Laguna HA Mission Viejo HA . San Clements HA San Mated Canyon HA San Onofre HA 1.10 1.20 1.30 1.40 1.50 Constituent (mg/L or as noted) TDS Cl 1000 500 500 500 500 400 250 250 250 250 so4 500 250 250 250 250 %Na N&P Fa Mn MBAS B ODOR Turb NTU Color Units F 60 60 60 60 60 SANTA MARGARITA HYDROLOGIC UNIT 902.00 Ysidora HA Deluz HA Deluz Creek HSA b Gavilan HSA b Murrieta HA Auld • HA Pechanga . HA Wolf HSA b Wilson HA Cave Rocks HA Aguanga HA Oakgrova HA 2.10 2.20 . 2.21 2.22 2.30 2.40 2.50 2.52 2.60 2.70 2.80 2.90 750 500 750 750 750 500 500 750 500 750 750 750 300 250 250 250 300 250 250 250 250 300 300 300 300 250 250 250 300 250 250 250 250 300 300 300 60 60 60 60 60 60 60 60 60 60 60 60 a a a a a 0.3 0.3 0.3 0.3 0.3 0.05 0.05 0.05 0.05 0.05 0.5 0.5 0.5 0.5 0.5 0.75 0.75 0.75 0.75 0.75 none nona none none none 20 20 20 20 20 20 20 20 20 20 1.0 1.0 1.0 1.0 1.0 a a a a a a a a a a a a 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.05 0.5 0.5 0.5 0.5 0.5 0.6 0.5 0.5 0.5 0.5 0.5 0.5 0.75 0.75 0.75 0.75 0.75 0,75 0.75 0.75 0.75 0.75 0.75 0.75 none none none none none none none'- nona none none none nona 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 HA - Hydrologic Area HSA - Hydrologic Sub Area (Lower caae letters indicate andnotes following the table.) Table 3-2 WATER QUALITY OBJECTIVES Page 3-22 September 8, 1994 o Table 3-2. WATER QUALITY OBJECTIVES Concentrations not to be exceeded more than 10% of the time during any one one year period. Inland Surface Waters Hydrologic Unit Basin Number Constitiuent (ring/L or as noted) TDS Cl so4 %Na N&P Fa Mn MBAS B ODOR Turb NTU Color Units F SAN LUIS REY HYDROLOGIC UNIT 903.00 Lower San Luis HA Monserat HA Warner Valley HA 3.10 3.20 3.30 500 500 500 250 250 250 250 250 250. 60 60 60 a a a 0.3 0.3 0.3 0.05 0.05 0.05 0.5 0.5 0.5 0.75 0.76 0.75 none none none 20 20 20 20 20 20 1.0 1.0 1.0 CARLSBAD HYDROLOGIC UNIT 904.00 LomaAlta HA Buena Vista Creek HA Agua Hedionda HA Encinas HA San Marcos HA Escondido Creek HA 4.10 4.20 4.30 4.40 '- 4.50 .4.60 - 500 509 - 500 500 - 250 250 - 250 250 - 250 250 - 250 250 - 60 60 - 60 60 - a a - a a - 0.3 0.3 - 0.3 0.3 - 0.05 0.05 - 0.05 0.05 - 0.5 0.5 - 0.5 0.5 - 0.75 0.75 - 0.75 0.75 none none none none none none 20 20 20 20 20 20 20 20 20 20 20 20 1.0 1.0 1.0 1.0 1.0 1.0 SAN DIEGUITO HYDROLOGIC UNIT 906.00 Solana Beach HA Hodges . ' HA San Pasqual HA Santa Maria Valley HA Santa Ysabel HA 6.10 5.20 5.30 5.40 5.50 500 500 500 500 500 250 250 250 250 250 250 250 250 250 260 60 60 60 60 60 a a a a a 0.3 0.3 0.3 0.3 0.3 0.05 0.05 0.05 0.05 0.05 0.5 0.5 0.5 0.5 0.5 0.76 0.75 0.76 0.75 0.75 none none • none none none 20 20 20 20 20 20 20 20 20 20 1.0 1.0 1.0 1.0 1.0 PENASQUITOS HYDROLOGIC UNIT 906.00 Miramar Reservoir HA Poway . HA 6.10 6.20 600 500 250 250 260 260 60 60 a a 0.3 0.3 0.05 0.05 0.5 0.5 0.75 0.75 none none 20 20 20 20 1.0 1.0 HA - Hydrolaglc Area HSA - Hydrolaglc Sub Area (Lower case letters indicate endnotsa following the table.) Table 3-2 WATER QUALITY OBJECTIVES Page 3-23 Septembers, 1994 Table 3-2. WATER QUALITY OBJECTIVES Concentrations not to be exceeded more than 10% of the time during any one one year period. Inland Surface Waters Scripps HA Miramar HA Tecolote HA Hydrologic Unit Basin Number 6.30 6.40 6.60 Constituent (mg/L or as noted) TDS - 500 - Cl - 250 - ' so 4 • 250 - %Na - 60 - N&P a a a Fe - 0.3 - Mn - 0.05 - MBAS 0.5 - B - 0.75 -• ODOR none none none Turb NTU 20 20 20 Color Units 20 20 20 F - 1.0 - SAN DIEGO HYDROLOG1C UNIT 907.00 Lower San Diego HA Mission San Diego HSA Santee HSA c Santee HSA d San Vicente HA El Capitan HA Boulder Creek HA 7.10 7.11 7.12 7.12 7.20 7.30 7.40 1000 1500 1000 1500 300 300 300 40Q 400 400 400 50 50 50 500 500 500 500 65 66 65 60 60 60 60- 60 60 60 a a a • a a a a 0.3 1.0 1.0 1.0 0.3 0.3 0.3 0.05 1.00 1.00 1.00 0.05 0.05 0.05 0.5 0.5 0.5 0.5 0.5 0.5 0.5 1.0 1.0 1.0 1.0 1.0 1.0 1.0 none none none none none none none 20 20 20 20 20 20 20 20 20 20 20 20 20 20 - - - - 1.0 1.0 1.0 PUEBLO SAN DIEGO HYDRQLOGIC UNIT 908.00 Point Loma . HA San Diego Mesa HA National City HA 8.10 8.20 8.30 • - - - - - - - - - - - - - • - • - - - - - - - - - - - - none none . none 20 20 20 20 20 20 • - - SWEETWATER HYDROLOGIC UNIT 909.00 Lower Sweetwater HA Middle Sweetwater HA Upper Sweetwater HA 9.10 • 9.20 9.30 1500 500 500 500 250 250 500 250 250 60 60 60 a a a 0.3 0.3 0.3 0.05 0.05 0.05 0.5 0.5 0.5 0.75 0.75 0.75 none none none 20 20 20 20 20 20 - 1.0 1.0 HA - Hydrologic Area HSA - Hydrologic Sub Area (Lower case letters indicate endnotes following the table.) Table 3-2 WATER QUALITY OBJECTIVES Page 3-24 September 8, 1994 o Table 3-2. WATER QUALITY OBJECTIVES Concentrations not to be exceeded more than 10% of the time during any one one year period. Inland Surface Waters Hydrologic Unit Basin Number Constitiuent (mg/L or as noted) TDS ,CI so4 %Na N&P Fe Mn MBAS B ODOR Turb NTU Color Units F OTAY HYDROLOG1C UNIT 910.00 Coronado HA Otay Valley HA Dulzura . HA 10.10 10.20 10.30 - 1000 500 - 400 250 - 500 250 - 60 60 - a a - 0.3 0.3 - ' 0.05 0.05 - 0.5 0.5 - 0.75 0.75 - none none - 20 20 - 20 20 - 1.0 1.0 TIJUANA HYDROLOGIC UNIT 911.00 Tijuana Valley HA San Ysidro HSA Potrero HA Barrett Lake HA Monument HA Mbrena HA Cottonwood HA Cameron . HA Campo . HA 11.10 11.11 1.1.20 11.30 . 1 1 .40 11.50 11.60 1 1 .70 11.80 - 2100 500 500 500 500 500 500 500 - • 250 250 250 250 250 250 250 - - 250 250 250 250 250 250 250 - -' 60 60 60 60 60 60 60 - a a a a a a a a - - 0.3 0.3 0.3 0.3 0.3 0.3 0.3 - - 0.05 0.05 0.05 0.05 0.05 0.05 0.05 - - • 0.5 0.5 0.5 0.5 0.5 0.5 0.5 - - 1.0 1.0 1.0 1.0 1.0 1.0 1.0 - none none none none none none none none' - 20 20 20 20 20 20 20 20 - 20 20 20 20 20 20 20 20 - - 1.0 1.0 1.0 1.0 1.0 1.0 1.0 HA - Hydrologic Area HSA - Hydrologic Sub Area (Lower case letters Indicate endnotas following the table.) Table 3-2 WATER DUALITY OBJECTIVES Page 3-25 September B, 1994 ENDNOTES FOR TABLE 3-2 Concentrations of nitrogen and phosphorus, by themselves or In combination with other nutrients, shall be maintained at levels below those which stimulate algae and emergent plant growth. Threshold total.Phosphorus (P) concentrations shall not exceed 0.05 mg/l in any stream at the point where It enters any standing body of water, nor 0.025 mg/l in any standing body of water. A desired goal In order to prevent plant nuisances in streams and other flowing waters appears to be 0.1 mg/l total P. These values are not to be exceeded more than 10% of the time unless studies of the specific body In question clearly show that water quality objective changes are permissible and changes are approved by the Regional Board, Analogous, threshold values have not been set for nitrogen compounds; however, natural ratios of nitrogen to phosphorus are to be determined by surveillance and monitoring and upheld. If data are lacking, a ratio of N:P -10:1 shall be used. Note - Certain exceptions to the above water quality objectives are described In Chapter 4 In the sections titled Discharges to Coastal Lagoons from Pilot Water Reclamation Projects and bicharges to Surface Waters. These objectives apply to the lower portion of Murrieta Creek In the Wolf HSA (2.52) and the Santa Margarita River from it's beginning at the confluence of Murrieta and Temecula Creeks, through the Gavllan HSA (2.22) and DeLuz HSA (2.21), to where It enters the Upper Ysidora HSA (2.13). Sycamore Canyon Subarea, a portion of the Santee Hydrojogic Subarea, Includes the watersheds of the following north-south trending canyons: Oak Creek, Spring Canyon, Little Sycamore Canyon, Quail Canyon, and Sycamore Canyon. The Sycamore Canyon subarea extends eastward from the Mission San Diego HSA to the confluence of the San Diego River and Forester Creek, immediately south of the Santee Lakes. . • These objectives apply to the Lower Sycamore Canyon portion of the Santee Hydrolpgic Subarea described as all of the Sycamore Canyon watershed except that part which drains north of the boundary between sections 28 and 33, Township South, Range 1 West. Table 3-2 '• WATER QUALITY OBJECTIVES Page 3-26 September 8, 1994 Stormwater Management Plan La Costa Ridge Neighborhood2.6 Attachment C Fossil Filter Insert DR Morton Section VII La Costa 2.6 SWMP_080608.doc Page 36 August 2008 Prafad Specs - FloGaaWLUS™Page 1 of2 ft Product Speetficatiorts Overview ffoGard+PLUSs A multipurpose cath basin Insert designed to rapture sediment* debris, trash & dlls/grease from low (first flush) flows. A (dual): High-flow bypass-allows Rows to bypass the device while retaining sediment and larger fkatables'(debrts iliashj ANJB.altows sustained maxlmu m design flows under extrerne weather Ffe<3ail»fliisfSr conditions. RoGard+RLUS® Inserts araavailabte In sizes to fit most Industry-standard drainage Inlets {...flat gratEdrepmblnat|on, curt) and round inlets). . FloGanJf PLUS® catrh bashi Inserts are recommended for areas subject to silt and debris as well as iow-to-moderate levels of petroleum hydrocarbon .(oils and grease). Examples of such areas are vehlcla parking lots, aircraft rarrips, truck and bus stprage yards, corpgraaoh yards, subdivision streets and public streets, iw&m &••''Bsfi Flo-Gard+Plus Filter installed FloGarcf +Plus A multipurpose catch basin insert designed to capture sediment, debris, trash & oils/grease from low (first flush) flows. A (dual) high-flow bypass allows flows to bypass the device while retaining sediment and larger floatables (debris & trash) AND allows sustained maximum design flows under extreme weather conditions. FloGard® +Plus inserts are available in sizes to fit most industry-standard drainage inlets (...flat grated, combination, curb and round inlets). FloGard® +Plus catch basin inserts are recommended for areas subject to silt and debris as well as low to moderate levels of petroleum hydrocarbon (oils and grease). Examples of such areas are vehicle parking lots, aircraft ramps, truck and bus storage yards, corporation yards, subdivision streets and public streets. Standard Filter Fabric Properties* Property Mass/Unit Area Grab Tensile Strength Grab Tensile Elongation _, Tear Strength Puncture Strength Burst Strength Permittivity Flow Rate Apparent Opening Size Ultraviolet Stability Test Method ASTM D 5261 ASTM D 4632 ASTM D 4632 ASTM D 4533 ASTM D 4833 ASTM D 3786 ASTM D 4991 ASTM D 4491 ASTM D 4751 ASTM D 4355 Units g/m'' (oz/yo"1! N (Ibs) % N (Ibs) N (Ibs) kPa (psi) sec"' l/min/m" (gal/min/ft2) mm (U.S. Sieve) % Value 190|5.6L 890 (200) 10 330 (75) 440 (100) 3097 (450) 2.14 5907 (145) 0.425 (40) 90 *also available with custom fabrics and stainless steel screens Questions? Contact Kristar at (800) 579-8819.03/05 » .U- FLOGARD+PLUS® FILTER -I NSTALLE D INTO CATCH BAS1N- ,U.S. PATENT # 6,00,023 & 6,877,029 GRATE "ULTIMATE" BYPASS FEATURES GASKET STAINLESS STEEL SUPPORT BASKET Fossil Rock ABSORBENT POUCHES LINER SUPPORT BASKET CATCH BASIN (FLAT GRATE STYLE) NOTES: DETAIL A EXPLODED VIEW 1. FloGard®+Plus (frame mount) high capacity catch basin inserts are available in most sizes and styles (see specifier chart, sheet 2 of 2). Refer to the FloGard®+Plus (wail mount) insert for devices to fit non-standard, or combination style catch basins. 2. Filter insert shall have both an "initial" filtering bypass and "ultimate" high flow bypass feature. 3. Filter support frame shall be constructed from stainless steel Type 304. 4. Allow a minimum of 2.0 feet, of clearance between the bottom of the grate and top of outlet pipe(s), or refer to the FloGard® insert for "shallow" installations. 5. Filter medium shall be Foss;7 Rocfr ™, installed and maintained in accordance with manufacturer specifications. 6. Storage capacity reflects 80% of maximum solids collection prior to impeding filtering bypass. 7. Filtered flow r\rate includes a safety factor of two. ITLE +PLUS CATCH BASIN FILTER INSERT (Frame Mount) KRISTAR I KriStar Enterprises, Inc. P.O. Box 6419, Santa Rosa, CA 95406 Ph: 800.579.8819, Fax: 707.524.8186, www.kristar.com DRAWING NO.(DATEI Irin r\n /rn /r\c I c-i ir-r—r •» r\e- o * r kcb•s•n «» ! •* ', i «~'# > "ULTIMATE" BYPASS FEATURE \ (LOUVERS & OPENINGS) ) SEE DETAIL C / ,''' ~V"^^ .L I ** >' »' k * . . . . jj • •» ' t K > ''• * * I' ! ^' t t > ' '..". , DEPTH STANDARD = 20 SHALLOW = 12 "CUSTOM U.S. PATENT # 6,00,023 & 6,877.029 "ULTIMATE" BYPASS FEATURE -x~-^ (LOUVERS tc. OPENINGS) \X INCHES INCHES fl\"'V \ [ t — Nv>y»>y.^y^7 ^^DETAIL B SECTION VIEW FLO-GARD® +FILTER -INSTALLED- DETAIL C \}^ A k\\\\\\^^W5/ ^ / <5 _ V \ "ULTIMATE" BYPASS FEATURES * MANY OTHER STANDARD & CUSTOM SIZES & DEPTHS AVAILABLE UPON REQUEST. :mi I ** : *$ >a* «i <4# 1 -*«! &* ••«# $& •-;» SPECIFIER CHART MODEL NO. STANDARD DEPTH FGP-12F FGP-1530F FGP-16F FGP-1624F FGP-18F FGP-1820F FGP-1824F FGP-1836F FGP-2024F FGP-21F FGP-2142F FGP-2148F FGP-24F FGP-2430F FGP-2436F FGP-2448F FGP-28F FGP-2440F FGP-30F FGP-36F FGP-3648F FGP-48F FGP-SD24F FGP-1836FGO FGP-2436FGO FGP^SFGO STANDARD & SHALLOW DEPTH (Data in these columes is the same for both STANDARD & SHALLOW versions) INLET ID Inside Dimension (Inch x inch) 12X12 15X30 16X16 16X24 18X18 16X19 16X22 18X36 18X22 22X22 21X40 19X46 24X24 24X30 24X36 24X48 28X28 24X36 30X30 36X36 36X48 48X48 24X24 18X36 20X36 18X48 GRATE OD Outside Dimension (inch x inch) 12X14 15X35 16X19 16X26 18X20 18X21 18X24 18X40 20X24 22X24 24X40 22X48 24X27 26X30 24X40 26X48 32X32 28X40 30X34 36X40 40X48 48X54 28X28 20X40 24X40 20X54 TOTAL BYPASS CAPACITY (cu. ft.) 2.8 6.9 4.7 5.0 4.7 5.9 5.0. 6.9 5.9 6.1 9.1 9.8 6.1 7.0 8.0 9.3 6.3 8.3 8.1 9.1 11.5 • 13.2 6.1 6.9 8.0 6.3 STANDARD DEPTH -20 Inches- SOLIDS STORAGE CAPACITY (cu.ft.) 0.3 2.3 0.8 1.5 0.8 2 1 .1 5 2.3 1.2 2.2 4.3 4.7 2.2 2.8 3.4 4.4 2.2 4.2 3.6 4.6 6.8 9.5 2.2 2.3 3.4 2.2 "mE ^WW'+PLUS CATCH BASIN FILTER INSERT •*» (Frame Mount) FILTERED FLOW (cu. ft. /sec.) 0.4 1.6 0.7 1.2 0.7 1.4 1.2 1.6 1.0 1.5 2.4 2.6 1.5 1.8 2.0 2.4 1.5 2.3 2.0 2.4 3.2 3.9 1.5 1.6 2.0 1.5 MODEL NO. SHALLOW DEPTH FGP-12F8 FGP-1530F8 FGP-16F8 FGP-1624F8 FGP-18F8 FGP-1820F8 FGP-1824F8 FGP-1836F8 FGP-2024F8 FGP-21F8 FGP-2142F8 FGP-2148F8 FGP-24F8 FGP-2430F8 FGP-2436F8 FGP-2448F8 FGP-28F8 FGP-2440F8 FGP-30F8 FGP-36F8 FGP-3648F8 FGP-48F8 FGP-SD24FS FGP-1836F8GO FGP-2436F8GO FGP-48F8GO SHALLOW DEPTH -12 Inches- SOLIDS STORAGE CAPACITY (cu.ft) .15 1.3 .45 .85 .45 1.2 .85 1.3 .7 1.25 2.45 2.7 1.25 1.6 1.95 2.5 1.25 2.4 2.05 2.65 3.9 5.45 1.25 1.3 1.95 1.25 FILTERED FLOW (cu. ft. /sec.) .25 .9 .4 .7 .4 .8 .7 .9 .55 .85 1.35 1.5 .85 1.05 1.15 1.35 .85 1.3 1.15 1.35 1.85 2.25 .85 .9 1.15 .85 -A- IIKRlSTARl ' ^^ F <riStar Enterprises, Inc. >.O. Box 641 9, Santa Rosa, CA 95406 >h: 800.579.8819, Fax: 707.524.8186, www.kristar.com DRAWING NO. |KEV |ECO (BATE I RoGardtSh-Plus Filter installed SPECIFIER CHART Model No, FGP-24O FGP4DQ FGP-36CI FGP-42CI FGfMsa FGP-5.0CI FGP^Oa FGP-7.0O FGP-aoa FGP-10.0CI FGF.12.00 FGP-14.0CI FGP-16.0CI FGP-18.0CI FGP-21.0a FGP-28.0CI Inlet Width (in)* 24 30 36 42 48 60 72 84 96 120 144 168 192 216 252 336 Solids Storage Capacity Jcu ft) 0.9 1.1 1.4 1.6 15 2.3 2.8 3.2 3.7 4.6 5.6 6.5 7J5 ,8.3 9.7 13.0 Filtered Flow (cfs) 0.8 1.0 U 1.4 1.5 1.8 Z2 2.5 2.9 3.5 4.2 4.9 5.6 6^ 7.2 9.5 Total Bypass . Cap. (cfs) .5.6 6.7 7.9 8.8 9.9 11.6 13.8 15.9 18.0 21.9 26.2 30.1 .34.4 38.2 .44.3 53.6 "Dimensions shown are approximate - submit exact measurements when ordering NOTES: 1. Storage capacity reflects 80% of maximum solids collection prior to impeding filtering bypass. 2. Filtered flow rate Includes a safety (actor of 2. 3. RoGard©fP1us Catch Basin Filter inserts are available . In the standard sizes (see above) or in custom sizes. Call for details on custom size inserts. .4. Available with recessed mount package Including fiberglass tray allowing maintenance access from manhole. 5. FloGard®tPlus filter inserts should be used In conjunction . with a regular maintenance program. Refer to manufacturer's recommended maintenance guidelines. US PATENT FLOGARDs, +PLUS CATCH BASIN FILTER INSERT (Curb Mount) CURB INLET KriStar Enterprises, Inc., Santa Rosa, CA (800) 579-8819 09/05 Attach to catch basin wall or wall mount bracket_assembly Debris Trap 12" TOP VIEW Initial (filtering) E o Gasket. !!!!!?!!!?!!?!!'?!?! I I?!!!!!!!•!!••!!*!•! ! 7 Support Basket FRONT VIEW Liner 12" Catch Basin Wall •'{••••••••••••••••••••••••••ml(••••••••••••••••••••••••••••ii(••••••••••••a •••••••••••••••!)•••••••••••••••••••"•••••"I I SIDE VIEW Stainless Steel . Debris Trap Filter Liner (optional) Support Basket US PATENT NOTES: 1. F1o-Gard™+PLUS (curb mount) high capacity catch basin inserts are available in sizes to fit most industry-standard catch basin sizes and styles (sea specifier chart). Refer to the Flo-Gard™+PLUS (wall mount) insert for devices to fit non-standard or combination style catch basins. Z Filter insert shall have both an "Initial" filtering bypass and "ultimate'' high-flow bypass feature. 3. Filter assembly shall be constructed from stainless steel 4 Allow a minimum of Z-0" of clearance between the bottom of grate and top of inlet or outlet pipe(s). Refer to the Flo-Gard ™ insert for "shadow" installations. 5. Rlter medium shaD be Rubberizere installed and maintained in accordance with manufacturer recommendations. FLO-GARD™+PLUS CATCH BASIN FILTER INSERT (Curb Mount) CURB INLET KriStar Enterprises, Inc., Santa Rosa, CA (800) 579-8819 06/04 CURB INLET-SIDE VIEW SCALE: NONE CATCH BASIN FILTER BODY FILTER BASKET FOSSIL ROCK FILTER MEDIUM POUCH CURB OPENING GUTTER FLOWLINE 3/8" X 3" ANCHOR BOLT (3 PER SECTION) ANCHOR DETAIL US PATENT FLO-GARD™+PLUS CATCH BASIN FILTER INSERT (Curb Mount-Installation Options) CURB INLET KriStar Enterprises, Inc., Santa Rosa, CA (800) 579-8819 .06/04 OPTIONAL RECESSED MOUNT SCALE: NONE R.O-GARD +PLUS (REMOVABLE) FLOATING EDGE (CURVED UPVWRD) EXAMPLE: SAN DIEGO REGIONAL STANDARD CURB INLET TYPE "B" WATERTIGHT SEAL US PATENT FLO-GARD™+PLUS CATCH BASIN FILTER INSERT (Curb Mount-Installation Options) CURB INLET - RECESSED MOUNT KriStar Enterprises, Inc., Santa Rosa, CA (800) 579-8819 06/04 CATCH BASIN FILTER BODY FILTER BASKET FOSSIL ROCR1 FILTER MEDIUM POUCH PIPE INLET PIPE INLET FLOWLINE 3/8" X 3" ANCHOR BOLT (3 PER SECTION) ANCHOR DETAIL PIPE INLET-SIDE VIEW SCALE: NONE US PATENT FLO-GARD™+PLUS CATCH BASIN FILTER INSERT (Curb Mount-Installation Options) PIPE INLET KriStar Enterprises, Inc., Santa Rosa, CA (800) 579-8819 06/04 Inlet II Met Protection Filtration Outlet I (Maintenance Screwing |[ iervtoei KRiSfAl •\$ •3$ •tt I installation Guide FloGard+PLUS™ Catch Basin Insert Filters are designed for installation in fiat grated catch basins, combination (grated and curb opening) catch basins and curb opening catch basins, They may be 'Frame' mounted or 'Wall* mounted depending on the type of catch basin, Key elements of installation of the various devices and mounting methods are; Frame • Remove the inlet grate and dean and remove any collected debris and trash from the catch basin, • Clean off the grate bearing ledge and lower the filter assembly onto the ledge, i Insure that the four floatable adsorbent pouches are tethered to the D-rings in the bottom corners of the assembly, • Replace the inlet grate, . Inlet || Gravity FiltrsttonJ Je|*ratwn Specialty Outlet Products II Ssrwriing Staiaent uuetControl Protection MaintenanceServltej Maintenance Services FfoGard+PLUS® Recommended Maintenance: Plan 3:3:1 (Annual) Three (3) system, inspections Hires (3) filter cleanings One (1) change and disposal of filter medium 'Representative of "typical* site - may vary depending on specific site conditions P.pf ABOUT US Test Results FIoGard® and FloGard+PLUS™ Oil and Grease and Particle Removal by KriStar Flo-Gard and Flo-Gard High Capacity Stormdrain Inserts by Michael K. Stenstrom Sim-Lin Lau Civil and Environmental Engineering Department University of California, Los Angeles 4173 Engineering I Los Angeles, CA 90095-1593 February 20, 2002 Summary A series of experiments was performed in a small but full-scale catch basin simulator to determine the efficiency of various Kristar (Fossil Filter) catch basin inserts to remove oil and grease and suspended solids. Catch basin inserts are devices used in stormwater collection systems to remove various pollutants, including suspended solids, litter and oil and grease. Devices from several other manufacturers have also been tested in this same facility. This work builds upon an earlier project to develop catch basin inserts, which was funded in part by the Santa Monica Bay Restoration Project and in part by a consortium of cities and agencies. All experiments were conducted in a full-scale "mock" catch basin (36 inch wide opening) located in a laboratory at UCLA. The catch basin is constructed of plywood and stands above grade to allow easy access and installation of prototype devices. The catch basin operates with tap water at flow rates from near zero to 200 gallons per minute (GPM). Various levels of contaminants can be added to the influent to simulate stormwater. Tests were performed on two types of inserts, called FIoGard™ and FIoGard™ High Capacity, over flow rates ranging from 15 to 25 gallons per minute (GPM). Testing was performed to determine oil and grease removal rate for influent concentrations that varied from 16 mg/L to 36 mg/L for time periods from 30 to 180 minutes. Total suspended solids (TSS) removal was evaluated for concentrations from 65 to 100 mg/L for SOminute periods. Automobile crank case oil was used to simulate oil and grease in stormwater. Graded sand was used to simulate TSS in stormwater. Two types of sorbents were used for the oil and grease studies: Fossil Rock™, an aluminum silicate sorbent, and Rubberizer™, an organic polymer. Both are commercially available for this and .other applications. : Oil and grease removal efficiency ranged from 70 to 80% for most conditions. Sand removal was nearly 100% for particles 30 mesh .(589 to 833 mm) and larger, 20% for particles 60 mesh (250 to 420 mm) and nearly zero for smaller particles. Experimental Methods Figure 1 show is a schematic diagram of the experimental facility. Building water (tap water) is f-nnnn,~»-,-..~l t-n 4-U,-, /-^4-c-h I-iaein c?imi iTafni- wia a "3_m/-h Hiamof-or nino Tlwn flniA/ mofarc arcs nrnwi/J<a ' «,wi m ••;',"•' The first is an ultrasonic flow meter (Dynasonic UST-603, Naperville, IL) that uses Doppler effect to determine the velocity of flowing particles. From the velocity and known pipe diameter, the flow is calculated. In this application, there are too few particles in the tap water and a small quantity of air is added to simulate particles. A second flow meter (Signet +GF+, Cole-Parmer, Chicago, IL) using a paddle wheel is also used. The paddle wheeJ rotations are counted and the flow rate is proportional to the rotations; different calibrations are provided for different pipe diameters. Air Injection Point in. Tap water line. Stilling Chamber Doppter Effect Flow Meter Paddle Wheel „ , .,Flow Meter Contaminant Reservoir Metering Pump A D J- Effluent Sample Point Kristar Fnsert influent Sample Point n i ' The ultrasonic meter is used for higher flows while the paddle wheel meter is more convenient for low flows. The paddle wheel meter was generally used during these experiments. The pipe connects to the stilling basin, which discharges into a 24 inch-wide flume. The purpose of the stilling basin is to dampen velocities from the inlet as well as to insure a constant flow rate. The flume is 10 feet long and connects to the catch basin. All contaminants (oil and grease, sand, etc.) were introduced into the 24-inch flume. Liquids were pumped into the flume using a peristaltic metering pump. The sand was "sprinkled" into the flow from preweighed sample bottles over 1 or 2-minute intervals. In this way the appropriate amounts of sand were released every one or two minutes. This process was continued through out'the test. The flume provides adequate mixing to disperse all materials.- Back to Top of Page Test Sequence Influent samples were collected from the free surface as the water spilled into the inlet device. Effluent samples were collected by passing glass sample bottles 'below the inlet device. Tests were hv miiprtinn a inflnpnr samole orior to the introduction of anv contaminants to the flume. duration. Generally 10 to 12 samples were collected for each test, and samples were evenly distributed over time. Two additional influent samples were collected at times equal to approximately one-third and. two-thirds of the test duration. At the end.of the test, the metering pump was turned off. In previous testing sampling continued for 30 minutes after ending oil and grease addition. For aluminum silicate, Rubberizer and OARs sorbents at the concentrations used in these studies, it was shown that no measurable oil and grease desorbs. In some cases the sorbents were reused, which simulates sequential rainfall. For these tests, the sorbent was allowed to dry but was not modified in anyway. Samples were generally analyzed within 16 hours after the tests were completed. O/7 and grease removal test Tests were generally performed for 30 minutes (see Table 1 for a summary of all tests). Used crankcase lubricating oil (from automobiles) was used as the oil and grease source. One batch was used for all tests. Influent oil and grease samples were, collected as the oil/water combination flowed into the insert. Effluent samples were collected by capturing flow from the bottom of the insert. Efficiencies were calculated by subtracting the measured effluent concentrations from the average influent concentration. All tests were performed at constant flow rate. Oil and Grease Analysis. Oil and grease was measured using a solid phase extraction (SPE) technique developed'earlier by the authors (Lau and Stenstrom, 1997). This technique uses a known volume of sample (generally 500 ml for this study), which is pumped through an SPE column at a constant but low rate (e.g., 5 ml/min). The oil and grease in the sample is sorbed on the SPE column. After the sample is pumped through the column, it is eluted with a small volume of solvent (5 ml):methylene chloride and hexane. The sample bottle is also washed with a small volume of isopropanol. The two solvent volumes are combined and placed in a tarred container. The solvents are allowed to dry at 50°C using a gentle nitrogen purge. The residue is weighed and the results are reported as mg/L based upon the original sample volume. This method has the advantages of higher recovery, especially for the more volatile components in oil and grease, and using less solvent. By using different sample volumes js it possible to have different detection limits, and the limit with 500-ml sample volume is typically 0.25 mg/L. This method does not quantitatively measure oil and grease adsorbed to solids and an alternate technique must be used for particle-bound oil and grease. However, this is not important for this study because no particles where added to the tap water used for oil and grease testing. Sand particle removal test Sand particles were prepared by sieving sands from various sources, but mostly from sand used for concrete construction. A series of ASTM standard sieves were used. Particles were selected to demonstrate removal efficiency, as opposed to simulate particles found in stormwater. For the screen provide in the high capacity FloGard™, sieve sizes of 20, 30, 40, 60 and 100 (2000, 833, 589, 420, 250, 149 mm respectively)were selected. Equal, known masses of each sand particle size were released into the flume over a 30 minute test which flowed into the insert. Below the insert, a fine screen, corresponding to 325 mesh (45 mm), captured the particles not removed by the insert. At the end of the test, the 325-mesh screen was removed and the retained sand particles were collected, dried, sieved and weighed. The weight of recovered particles in each sieve size was compared to the amount of sand released into the flume to calculate efficiency. As expected the large particles were removed well, while the smaller particles were removed poorly. The smallest sand particles are smaller than the mesh openings. Three sand removal tests were performed. One was performed at 25 gallons per minute (GPM) and two were performed at 15 GPM. Sand was added to create influent concentrations equal to 65 to 100 mg/L Inserts " The two inserts tested were standard units and were modified only to allow them to be accurately positioned in the simulated catch basin. This required the end brackets to be modified to allow attachment. The pollutant removal parts of the inserts (e.g., sorbent pouches, screens) were not modified. The FloGard™ insert measured 35 inches long by 22 inches wide and was open in the middle. The opening was 27 inches long and 15 inches wide. The area between the opening and the outside dimensions is a trough of screen and contained 6 pouches or "sausages" of sorbent. The opening is provided to allow high flows to bypass. The sorbent pouches can be replaced in both models without removing the insert. The FloGard™ high capacity insert was 35 inches long by !«: fnllv enclosed and forms a baa that retains litter and debris.1 "7 inr pouches (12) are one was screen, just like the walls, while the other was non-woven polypropylene. Manufacturer's literature should be consulted for more precise information. Table 1. Oil and grease removal test conditions used. Test No. 1 2 3 4 5 6 7 8 9 10 11 12 Insert Type FloGard™ High Capacity From test 1 From test 2 Flo-Gard From test 4 From test 5 FloGard™ High Capacity, non- woven bottom From test 7 From test 8 FloGard™ High Capacity From test 10 From' test 11 Sorbent Fossil Rock Fossil Rock Rubberizer Rubberizer Flow rate (GPM) 15 -15 15 15 15 15 15 15 15 15 15 15 Duration (mln) 30 30 180 30 30 180 30 30 180 30 30 180 Influent cone. (mq/L) 16 29 26 34 34 34 36 31 23 22 24 30 Table 2. Particle removal test conditions used. Test No. 13 14 15 16 17 18 19 20 Insert Type FloGard™ High Capacity FloGard™ High Capacity FloGard™ High Capacity FloGard™ FloGard™ FloGard™. FloGard™ High Capacity, non-woven bottom FloGard™ High Capacity, non-woven bottom Mesh No. 20, 30, 40, 60, 100 20, 30. 40, 60, 100 20, 30. 40, 60, 100 20, 30, 40, 60, 100 20, 30, 40, 60, 100 20, 30, 40, 60, 100 20, 30, 40, 60, 100 60, 100, 200 Particle size (um) 2000, 833, 589, 420, 250, 149 2000, 833, 589, 420, 250, 149 2000, 833, 589, 420, 250, 149 2000, 833, 589, 420, 250, 149 2000, 833, 589, 420, 250, 149 2000, 833, 589, 420, 250, 149 2000, 833, 589, 420, 250, 149 250, 149, 75 Flow rate (GPM) 15 15 25 15 15 25 25 25 Duration (min) 30 30 30 30 30 30 30 30 Influent cone. (mg/L) 65 100 65 65 100 65 65 65 Back to Top of Page Results and Discussion Figure 2 (top) shows the results of the first two series of test (3 tests each). Two insert configurations (FloGard™ and FloGard™ High Capacity) were evaluated.. Both used aluminum silicate (Fossil Rock) sorbents. The first two tests for each insert were conducted over a 30-minute period. The third test was conducted over a 180-minute period. The first two tests were used to establish the removal efficiency of the unit. The third test was performed to see if any decline in removal efficiency would occur due to saturation of the sorbent. The initial removal efficiency of both inserts was approximately 85% and decline slightly during the first 60 minutes. The high capacity unit showed less decline in'removal rate after the third test, as expected. The normal capacity unit declined to approximately 60% removal after 240 minutes, while the high capacity insert decline to 70%. The high capacity insert has greater sorbent mass and has greater volume for litter and debris retention. Rubberizer sorbent was also used in the high capacity insert. Rubberizer has greater specific aravitv than aluminum silicate (0.10 to 0.13 for aluminum silicate versus 0.26 for Rubberized. approximately 2 to 3 mm. Sorbent pouches containing Rubberizer were substituted in each insert in exactly the same way as aluminum silicate pouches were used. FigureZ (middle) compares the removal efficiencies with Rubberizer and aluminum silicate. The Rubberizer has lower initial removal efficiency, but declines less over time. After 240 minutes, the efficiency of both sorbents- was approximately 70%. Figure 2 (bottom) compares a modified screen to a normal screen using Rubberizer as sorbents. The difference in the screen is the bottom construction. The modified screen has a non-woven bottom composed of polypropylene mesh. The polypropylene mesh is also a good oil and grease sorbent. It has a very fine mesh and is more'subject to clogging than the more open screen. The non-woven bottom produces higher efficiency during the initial phases of the tests, and approximates the same removal efficiency as aluminum silicate sorbent. Figures 3 and 4 show the particle removal rates of FloGard™ and FloGard™ High Capacity inserts. Sand was sieved using ASTM screens to produce the particle size groupings shown on the horizontal axis of each graph. Sieves were chosen to select particles that were larger, equal to and less than the nominal screen size openings. Figure 5 shows a photomicrograph of the mesh with a millimeter ruler, and both inserts used the same size mesh. The openings are approximately 500 mm. The elongated openings at the surface of the ruler are an artifact of cutting the mesh. Removal rates are consistent with the average mesh opening (500 mm). Particles much larger (580 to 2,000 mm) were almost completely removed. Very little removal occurred with smaller particles smaller than 420 mm. Removal rates at higher flow rates or concentrations were slightly higher, suggesting that accumulation of particles at the screen might be forming a "dynamic" filter. Head loss for the flows and amounts of particles removed were not observably different from head loss without particles. More accumulation of particles would be necessary to observe head loss. Conclusions The performance of these two devices is consistent with the better devices tested in our laboratory (Lau, Khan and Stenstrom, 2001).. .The differences in performance, as measured by these tests is small, and the selection of products could be based upon other considerations, such as cost, durability and potential for clogging. zso 100 ISO Time (mirij 200 2SU Ut' 1QQ za. I ! I i. I 4-53 w iso a» Jio T6na (mifi) Figure 2. Oil and grease removal efficiency of FloGard™ insert (tests 1-12). - --4- -15 GPM (-1 fiOwgA.S3) 20 (833- 200Q um) 30 (S89- {420- 933 um} 5B9 um) Ma'shNg- {partjoles sizs] •100 (2SO- (149- 420 um) 26d um} Figure 3. Particle removal efficiency of FloGard™ insert (tests 16-18). jess- 2000 um) Mesh No. (partieks siza) Figure 4. Particle removal efficiency of FloGard™ High Capacity (tests 13-15). . '.1:5 » 'V.*l *. •-%#• .-trJV Figure 5. References Lau, S-L. and M. K. Stenstrorn, "Application of Oil Sorbents in Oil and Grease Removal from Stormwater Runoff," Proceedings of the 68th Annual Water Environment Federation Conference and Exposition, Miami Beach, FL, October 21-25, # 9572008, Vol. 3, pp. 685-695, 1995. Lau, S-L. and M.K. Stenstrorn, "Solid Phase Extraction for Oil and Grease Analysis," Water Environment Research, Vol. 69, No. 3, pp. 368-374, 1997. Lau S-L., E. Khan, and M.K. Stenstrorn, ''Catch Basin Inserts to Reduce Pollution from Stormwater," Water Science and Technology, Vol. 44, pp. 23-34., 2001. Back to TOD of Page Stormwater Management Plan La Costa Ridge Neighborhood 2.6 Attachment D CDS Unit DR Norton Section VII la Costa 2.6 SWMP_080608.doc Page 37 August 2008 f 1 f i f i f i I i § -STQRMWATER 'man HERETO: VIEW PRCQUGT ANIMATION :CJJCK HERETO VIEW VIDEO.'. DESCRIPTION Placed on the main storm drain within one manhole, this system's unique configuration meets multiple engineering objectives by combining both treatment and bypass capabilities in one structure. By utilizing CDS' patented non-blockingscreening technology, the Inline Unit ensures removal of both fine and suspended solids along with oil, grease, trash and debris. Offering a remarkably small footprint, this system can be incorporated into new 'development projects or retrofitted into existing storm water collection systems. Please download pur brochure for more information on how the Inline Unit operates. • Understanding CDS Indirect Screening ADVANTAGES « One structure meetsmultiple engineering objectives . • Patented non-blocking screening « No moving parts• Low maintenance • Removes 80% of TSS• Removes 100% of floatables and neutrally buoyant material, plus oil and grease •The sump is an Important design feature of all CDSunits. Sumps prevent scour because deposited material Is not stored within the treatment flow path • We remain the only company with a self cleaning screen thatcan guarantee 100% removal rates for particles the size of the screen aperture or larger. DESIGN CRITERIA • Handles treatment flows up to 20-cfs. • Capable of bypassing flows in excess of 50-cfs. • CDS can customize design for larger treatment and bypass flow events Please contact CDS engineers for help with system design. Download Product Drawings Performance & Design Specs CDS Units & Qapacites > STORMWATER BROCHURE > HOW CDS SYSTEM WORKS > O & M MANUAL > MAINTENANCE PACKET > CAPACITIES & PHYSICAL-FEATURES TABLE > POLLUTANT REMOVAL PHOTO > CE NEWS / SEPT 2003 > STORMWATER MAGAZINE / JUL-AUG 2002 CDS Technologies, Inc., s— HGLd/s + h^ • The height of the CDS diversion weir can then be determined to be: Weir Heights HGLu/s - Invert Level Maximum Water Surface or HGL Upstream of tie CDS Installation The head loss identified in the Tables on Pages 9-13 represents the ideal hydraulic installation. • The head required to operate a CDS® unit at the CDS® design flow does not control the maximum rise in water surface upstream of the CDS® unit. At the CDS® design flow; the HGL is at the top of the diversion weir. For most installations this is well below finished grade. The maximum increase in water surface occurs when the conveyance system reaches its design flow. When this flow occurs, the actual flow through the CDS® may be altered, with the balance of flow passing over the diversion weir. Based on laboratory measurements and analysis, it has been established that the actual head loss under system design flow will not exceed 1.3 x V2/2g in a well-designed diversion structure, where V is the design flow velocity in the system when the pipe is flowing. To assure passage of system design flow through the weir area, the unobstructed .area provided above the weir must be equal to or greater than the cross sectional area for the pipeline entering the weir box. In recognition of the potential that the CDS® may fill up with captured material and lose its conveyance capacity, the hydraulic evaluation must include analysis under this scenario to understand the potential for flooding upstream. The effects of the diversion weir primarily influence the rise in the water surface under the conveyance system design flow. The actual effect can be controlled by properly designing the weir length and clear height above the weir to take advantage of the potential energy that can be developed in the system without inducing flooding upstream. CDS Technologies recommends that the head loss across the weir be limited to no more than 1.4 times the CDS®-unit headless at its design flow to. ensure that it continues to operate properly during the conveyance system's peak flows. An example of the hydraulic design process is provided under Appendix B. STRUCTURAL DESIGN All CDS® units are designed to withstand equivalent fluid pressures that the unit may experience during its life. The water table at the installation site should be known, or a conservative estimate will be made on the maximum expected. Units are analyzed assuming that it is empty and full buoyant force is acting on it The foundation material needs to be adequate to support the structure's weight without allowing differential settlement. • • . The materials for manufacture of precast units are fully described in Appendix D "Product & Installation Specifications" of this.Manual. All cast in place concrete designs are based on using structural concrete with nuninrum ultimate strength of 4,000 pounds per square inch (psi), with steel reinforcement having a niinirnurn ultimate yield strength of 60(103) psi. Concrete and steel reinforcement are as noted in Appendix D, unless otherwise specified for site-specific conditions. CDS Technologies, Inc., CDS MODEL DESIGNATION ' CDS units are identified by their process screen diameter. They are also identified by its application with "SW" designating "Storm Water", "SIT designating "Storm Unit" "CS" designating "Combined Sewer". Model families are designated by the letter "P", PM, or "C", designating, "Precast", Precast Manhole, or "Cast" in place, along with the application letters and a pair of number designations such as PSWXX_XX. The firstXX represents the separation screen diameter in feet; the second _XX designates the height of the separation screen in feet (see TABLE A on page 7 for further description of unit designations). General manufacturing details and weights are included for the various models under Appendix A, CBS VARIABLE COMPONENTS The variable components in a CDS® unit within a model family are the screen height, the screen aperture (opening), sump diameter and depth, and type of cover. Screen Height The screen height is important within a model family because it controls the design flow that can pass through the unit without clogging the screen. In general, screen heights can vary between 60 to 150 percent of the screen diameter. Screen Aperture The standard screen for storm water applications is 4700 microns (.185 inches) for coarse screening. A 2400. micron (0.095) is available where there is a need to separate finer sediments than those removed by the 4700 micron screen. The screen aperture (opening) is important because it sets the capture parameter for settleable pollutants. In general, a CDS® unit with a 4700 micron screen will capture 93% of all particles as'small as 1/3 the short dimension of the screen opening. This has been determined through extensive pilot work performed by Tony Wong, PhD, Monasb. University. Tony Wong's technical paper, fully describing the hydraulic basis on which CDS® achieve effective solid separation, is readily available. Sump The sump is another variable that can be adjusted for site-specific conditions and utility 'preference. Each Model Family is equipped with a standard sump. However, the diameter and. depth can be adjusted to meet site-specific requirements. CDS® Covers ' Covers can be provided with each CDS® unit. A pedestrian traffic cover is standard with each unit The cover is designed with an inspection/cleanqut hatch. The entire cover may be removed to facilitate cleanout. If required, a traffic bearing cover will be designed, fabricated and furnished. If a traffic bearing cover is desired, the utility should so advise CDS Technologies® to include it in the quote; CDS Technologies, Inc., CDS® SUMP CLEANOUT Sump cleanout is a critical component of a successful CDS® operation. The sump is the depository for all settleable pollutants captured by CDS®. The methods for maintenance and cleanout'are generally specific, dependent on the preferences of a given agency, The standard model is provided with a standard sump that can be cleaned by methods selected by the utility. At the utility's discretion, a unit can be cleaned using a vacuum truck or a small clamshell bucket, or a basket can be provided to fit a standard sump. If the utility chooses to use a basket, it should advise CDS® Technologies so it can be include.d in a quote. • CDS® MAINTENANCE CDS® maintenance, can be site and drainage area specific. The unit should be inspected periodically to assure its condition to handle anticipated runoff. If pollutant loadings are known, then a preventive maintenance schedule can be developed based on runoff volumes processed. Unfortunately, that is seldom the case. CDS Technologies® recommends the following for Storm Water Applications: New Installation - Check the condition of the unit after every runoff event for the first 30 days. Checking includes a visual inspection to ascertain that the unit is functioning properly and measuring the amount of deposition that has occurred in the unit. This can be done with a "dip stick" that is calibrated so the depth of deposition can be tracked. Based on the behavior of the unit relative to storm events, inspections can be scheduled on projections using storm events vs. pollutant buildup. . ... • . . ... Ongoing Operation - During the wet season, the unit should be inspected at least once every thirty days. The floatables should be removed and the sump cleaned when the sump is above 85% full. At least once a year, the unit should "be pumped down and the screen carefully inspected for damage and to ensure that it is properly fastened. Ideally, the screen should be power washed for the inspection. Maintenance Cycle - The standard maintenance cycle for a CDS device is a rninirnum of once a year. Maintenance may be required more frequently depending on the pollutant load in the drainage. However, if the actual pollutant load is properly estimated, the sump capacity can be adjusted to hold an annual pollutant load. The CDS® unit is a confined space. Properly trained people equipped with required safety gear will be required to enter the unit to perform the detailed inspection. TABLE - A MODEL PERFORMANCE CAPABILITY MODEL NUMBER-PRECAST'LU 2 _J Z OFFLINELJ 2 PMJU2CL.15 PMSU20_15_4 >MSU20_15 PMSy20_20 PMSU20_25 PMSU30_20 PMSU30_30 PMSU40_30 PMSU40_40 PSWC30_30 PSWC40_40 '• PSWC56_40 . PSWC56_53 PSWC56_68 PSWC56_7S PSW36130 PSW50_42 PSW50_50 PSW70_70 PSW1 00_60 PSW100_80 PSW100_100 CSW150_134 CSW200_1 64 •CSW240_160 DESIGN FLOW RATE CFS MGD M3/sec 0_.7_ OJ OJ 1-1 1.6 2.0 3.0__ 4.5 6.0 "3.0 6.0 9.0 "14 ~19 '25 3.0 9.6 11 26 30 50 64 148 270 300 0.5 0.5 0.5 0.7 1.0 1.3 1.9 3.0 3.9 1.9 3.9 5.8 9.0 12 16 1.9 5.8 7.1 17 19' 32. 41 95 174 194 .-.??.. . '.62" " " .02 "".03 .05 -.j:PI_ ..08 ".13"" .17 .08 .17 .25 .40 T54" ~71~ '.08 .25 .31 .74 .85 1.4 1.8 4.2 7.6 8.5 Conversion: 1cfs = 0.0283 cubic meters per second, or 1 M^/s 1cfs = 0.64512 MGD or 1 MGD = 1.55 cfs MODEL DESIGNATION PM PSl PS^ CS\ * L or I (Qeft SU— Precast Manhole NC= Precast Storm tt (V = Precast Storm V /V =Cast in Place St 3 designates the locati represents beina olacec Storm Water laier Concentr /ater r*,vm \A/^^T^r* 1 Ini4-unit c Fe Tenths of a Fc on of the CDS when looking d< on the Left side of the storr OOI C f-*-S *^*^ V V V ] .etJ sot — ' Dwnstream. ndrain. REFERENCE PAGE 9 10 t 11 12 ec = 35. 31 cfs s en Diameter — Screen Height < (L or .R)* — Tenths of a Foot Feet ^^ GENERAL DESCR PT OE UN T HIGH FLOW BYPASS CONVEYANCE CONDUIT SEPARATION SCREEN - SEPARATION CHAMBER INLET DIVERSION WEIR FLOW I CONVEYANCEA CONDUIT OUTLET CONTROL WEIR CDS OUTLET PLAN VIEW (RIGHT HAND UNIT) TECHNOLOGIES GENERAL DESCRPTON OF .UN T INLET DIVERSION WEIR EXISTING GRADE ACCESS HIGH FLOW BYPASS CONVEYANCE CONDUIT CONVEYANCE CONDUIT SEPARATION CHAMBER-r CDS. INLET SEPARATION SCREEN -SUMP ELEVAT ON TECHNOLOGIES PRECAST MANHOLE MOD-ELS PROCESSES FLOWS 0,75 TO 6.5 CFS auaonannaaaannonnannnnnnaanaaan VARIES A = FOOT PRINT' DIAMETER D = DEPTH BELOW PIPE INVERT, VARIES FLDV PRECAST MODEL NUMBER PMIU20_15 PMSU20_J5_4 PMSU20_15 PMSU20_20 PMSU20_25 PMSU30_20 PMSU30_30 PMSU40L30 PMSU40_40 **TREATMENT DESIGN FLOW RATE cfs 0.7 0.7 •0.7 1.1 1.6 2.0 3.0 4.5 6.0 MGD 0.5 0.5 0.5 0.7 1.0 1.3 1.9 3.0 3.9 m3/sec 0.02 0.02 0.02 0.03 0.05 0.06 0.08 0.13 0.17 ***DESIGN HEAD LOSS @ DESIGN TREATMENT FLOW RATE - ft. 0.45 0.35 0.35 0,48 0,62 0.65 0.70 0.85 0.88 m 0.11 0.11 0.11 0.15 0.19 0.20 0.21 0.26 0.27 SCREEN DIA./HT.. ft. 2/1.5 2/1.5 -2/1.5 2/2.0 2/2.5 3/2.0 3/2.8 4/3.0 4AO DEPTH BELOW . PIPE INVERT "D" ft. 4.2 3.5 - 4 5.1 5.7 6.0 6.2 ' 7.2 8.6 9.6 FOOT PRINT DIAMETER A •ft. 4.8 4.8 6.0 6.0 6.0 7.2 7.2 9.5 9.5 *Standard screen opening -is 4700 microns (.185 in.). Screens also - available in 24"00 microns (.095 in.). **This is the minimum flow that will receive treatment before bypass is allowed. These precast manhole units are capable of by passing the Q25 year event. CDS Engineers are readily available to provide hydraulic consultations on all applications. ***The headless during a bypass event is a function of the velocity U. — I - T-l_ L_ * i _ -T-T- _? .L ^ JT U. lf___ "IX " — -C — —. —head. • The typical coefficient of headloss to 2.5 'K CDS ranges from CDS UNIT ASSEMBLY (CUTAWAY VIEW) (LEFT-HANDED UNIT SHQWN^ STORM DRAIN INLET (UPSTREAM) PIPE MH BASE (SUMP): (HEIGHTS VARY AS REQ'D) TYP. WT.=5,000-lbs FRAME & COVER TOP SLAB: TYP. WT.=3,000-lbs ACCESS RISER: (HEIGHTS VARY AS REQ'D) TYP. WT.=1,300 Ibs/LF FIBERGLASS OIL BAFFLE FIBERGLASS SEPARATION CYLINDER & INLET SEPARATOIN SCREEN STORM DRAIN OUTLET (DOWNSTREAM) PIPE SEPARATION CHAMBER: (HEIGHTS VARY AS REQ'D) TYP. WT.=8,000-lbs CDS MODEL PMSU20_15 STORMWATER TREATMENT UNIT N.T.S. [CDS TECHNOLOGIES PROJECT NAME CITY LOCATION DATE: PRAWN: APPROV. SHEET 16360 MONTEREY RD. SUITE 250 MORGAN HILL, CA 95037 TEL: (888) 535-7559 FAX: (408) 782-0721 PLAN VIEW 60"0 ID MH, (72" OD TYP) CDS INLET 24"0 MH COVER AND FRAME OIL BAFFLE FLOW SD INLET £ CDS SD OUTLET SEPARATION CYLINDER 24 0 MH COVER AND FRAME NOTE: CDS UNIT IS SHIPPED COMPLETE WITH FIBERGLASS INLET/OIL BAFFLE AND SEPARATION SCREEN ASSEMBLY PRE-INSTALLED. CDS MODEL PMSU20_15 STORMWATER TREATMENT UNIT SCALE 1"=24" TECHNOLOGIES PROJECT NAME CITY LOCATION [JOB;? IDATE: DRAWN: APPROV. SHEET 16360 MONTEREY RD. SUITE 250 MORGAN HILL, CA 95037 TEL: (888) 535-7559 FAX: (408) 782-0721 SECTION B-B 60"0 ID MH, (72" OD TYP) INLET FLANGES FASTENED WITH 316SS EXPANSION ANCHORS SD INLET FLOW SEPARATION SCREEN ATTACHED WITH 316SS EXP ANCHORS G CDS MH & PIPE INLET C CHAMBER AND SUMP ACCESS CORES PROVIDED BY PRECASTER SD OUTLET C CDS MH & PIPE INLET G_ CHAMBER AND SUMP ACCESS OIL BAFFLE FASTENED TO MH W/ 316SS ANCHORS NOTE: CDS UNIT IS SHIPPED COMPLETE WITH RBERGLASS INLET/OIL BAFFLE AND SEPARATION SCREEN ASSEMBLY PRE-INSTALLED. CDS MODEL PMSU20_15 STORMWATER TREATMENT UNIT SCALE 1 "=24" LCDS TECHNOLOGIES PROJECT NAME CITY LOCATION JOB£ DATE: DRAWN: APPROV. SHEET 16360 MONTEREY RD. SUITE 250 MORGAN HILL. CA 95037 TEL: (888) 535-7559 FAX: (408) 782-0721 24"0 MH COVER AND FRAME, ONE OF TWO GRADE RINGS AND/OR GROUT AS NEEDED RIM EL=TBD NOTE: TOUGUE AND GROOVE JOINT DETAILS VARY FLOW IE IN/OUT=TBD SD INLET BASE EL=TBD C_ CDS MH ;C SEPARATION .I CHAMBER SECTION A-A PROFILE VIEW f CDS INLET 1 T FIBERGLASS SEPARATION CYLINDER ^I 25"0 SS316 SEPARATION SCREEN i ,r 5 1- j LU m r •*••• •-'•*. VARIES, 24" TYP SUMP TO BE DETERMINED 5'-0" TYP DEPTH BELOW OUTLET INVERT 6'-0"0 TYP 1. OVERSIZED CORES ARE PROVIDED TO ACCOUNT FOR DIFFERENT FIREWALL THICKNESSES-ENSURE SUFFICIENT EXCAVATION -DEPTH TO ATTAIN INDICATED (EXTERNAL) SUMP INVERT ELEVATION. 2. CDS UNIT IS TYPICALLY DELIVERED W/ FIBERGLASS INLET/DIVERSION STRUCTURE, OIL BAFFLE AND SCREEN CYLINDER PRE-INSTALLED. FOR FIELD ASSEMBLY OF INTERNAL COMPONENTS, THE GREEN FLANGE OF THE SCREEN CYLINDER SHALL FACE UP. CDS MODEL PMSU20_15 STRMWTR TRTMNT UNIT SCALE 1 "=24" TECHNOLOGIES PROJECT NAME CITY LOCATION DATE:_ DRAWN: APPROV. SHEET 4 16360 MONTEREY RD. SUITE 250 MORGAN HILL. CA 95037 TEL: (888) 535-7559 FAX: (408) 782-0721 HOPE HYDRAULIC SHEAR PLATE \ \-15- ID ^24' 00 (NOT TO SCALE) PLACE 2x CONTINUOUS BANDS OF MASTIC ROPE ON VERTICAL AND HORIZONTAL SUR- FACES OF SUMP (MH BASE) T&G JOINT; GROUT EXTERIOR MH JOINT IF NECESSARY. <£_ RISER SECTIONS SEPARATION SECTIONS \ CDS I INLET \^ j 24 , I e> *»* — FIBERGLASS SEPARATION rvi INDFR "1 1 25"0 SS316 SEPARATION SCREEN PiI LJ ft1 _lo1 14" TO BE DETERMINDED SUMP 5'-0" TYP DEPTH BELOW OUTLET INVERT CONSTRUCTION NOTES: A. ENSURE THAT INTERNALS ARE SECURED TO THE CONCRETE BEFORE STACKING MANHOLE STRUCTURES. B. 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 FLOWUNE INVERT (MINIMUM). C. BEFORE PLACING MORE PRECAST COMPONENTS OR BACK-FILLING, ENSURE FIBERGLASS INLET AND PIPE INVERT ELEVATIONS MATCH. D. IF INTERNALS ARE NOT PRE-INSTALLED, THE FIBERGLASS INLET, OIL BAFFLE & SEPARATION SCREEN NEEDS TO BE FASTENED TO THE CONCRETE USING STEEL CLIPS & 3/8" X 3 3/4° SS EXPANSION BOLTS @ 12" O.C. E. SEAL FIBERGLASS TO CONCRETE USING CONCRETE REPAIR OR EQUIVALENT. F. GROUT PIPE CONNECTIONS TO SEAL JOINTS. G. USE GRADE RINGS, BLOCKS AND/OR GROUT TO ENSURE PROPER GRADE (RIM) ELEVATION. SEAL AS NECESSARY. GENERAL NOTES: 1. CDS UNIT TYPICALLY DELIVERED WITH FIBERGLASS INLET/OIL BAFFLE & SEPARATION SCREEN ASSEMBLY PRE-INSTALLED. OIL BAFFLE MAY HAVE TO BE REMOVED FOR DELIVERY AND RE-INSTALLED BY THE CONTRACTOR. 2. HOPE HYDRAULIC SHEAR PLATE IS PLACED ON SHELF AT BOTTOM OF SCREEN CYLINDER. REMOVE AND REPLACE AS NECESSARY DURING CLEANING. 3. THE INTERNAL COMPONENTS ARE SHOWN IN THE RIGHT-HAND CONFIGURATION. THE GREEN FLANGE ON THE SCREEN SHOULD BE INSTALLED FACE UP. 4. INSTALL CDS UNIT PER CDS INSTALLATION SPECIFICATIONS. 5. CONTRACTOR TO BE EQUIPPED TO HANDLE THE HEAVIEST PICK SECTION (APPROX. 10,000 LBS, TYPICAL). 6. OVERSIZED CORES ARE PROVIDED TO ACCOUNT FOR DIFFERENT PIPE WALL THICKNESSES. 7. CONTRACTOR TO ENSURE SUFFICIENT EXCAVATION DEPTH TO ATTAIN EXTERNAL SUMP INVERT ELEVATION. SCALE N.T.S. TECHNOLOGIES PMSU20J5 INSTALLATION INSTRUCTIONS & MISCELLANEOUS NOTES JOB|_ DATE: DRAWN: APPROV. SHEET 16360 MONTEREY RD. SUITE 250 MORGAN HILL, CA 95037 TEL: (888) 535-7559 FAX: (408) 782-0721 When CDS Technologies introduced continuous deflective separation BMPs to the United States in 1996, it revolu- tionized the treatment of storm water and combined sewer overflows. Since this time, CDS has continued to evolve its methods of water treatment with products distinguished not only by engineering innovation, but by an untarnished record of dependability. How is this possible? It begins with a conscientious commitment to customer service. CDS engineers partner with customers to ensure optimized designs and equipment performance for both urban sewer and storm drainage systems. From the begin- ning, we evaluate the very specific nature of your project plan so that we can design and specify equip- ment accordingly; our.goal is to provide treatment systems that are the right fit and that will provide value over time. With more professional water quality engineers on.staff than any other treatment provider, our ability to respond and resolve planning design and construction issues is unparalleled. Our engineers can also help guide you through Phase I and Phase IINPDES permitted projects. The following descriptions of CDS Technologies' storm water treatment BMPs will provide you with a basic understanding of our equipment and what you can expect from an operational perspective. When you have questions, know that professional engineering support is available to you. We look forward to the prospect of working with you now and over the long term. - OFFLINE UNIT Untreated storm water Is a recognized concern, both locally and nationally. As the sources of storm water -pollution grow, so do the ways and requirenents (or t renting and managing storm water. Storm water mnoff contains sediments, carcinogenic metals, pathogens, herbicides, pesticides, nutrients, debris, oils, trash - everything washed off of urbanized watersheds. • Process Offline Units from CDS Technologies are designed to treat storm water flow ranges from 1 to 300 cubic feet per second (cfs) and higher. Treatment flow is diverted from a storm channel or pipeline Into the Offline Unit. 1. Storm water enters the Offline Unit's diversion chamber. 2. A diversion weir guides the flow into the unit's separation chamber where a vortex is formed. 3. The vortex separates most suspended solids In the separation chamber. 4. Suspended solids settle into a sump where they remain until they-are removed. 5. Floatable and .neutrally buoyant debris are retained in the separation chamber. 6. The stationary separation screen of the separa- tion chamber doesn't become blacked because of the washing vortex, so liquid moves througrj the stationary screen cylinder. 7. Cleaned storm water moves out of the separation chamber and passes beneath an oil baffle. 8. Treated flow exits the unit into the diversion chamber downstream from the diversion weir', re-entering the storm water drain system. With patented continuous deflective separation (CDS) technology, the Offline Unit uses the hydraulic energy of water to concentrate, screen and trap many of these stoimwater pollutants. The Offline Unit removes 80% of total suspended solids (TSS) as well as 100% of floata- bles and neutrally buoyant material, plus oil and grease. Advantages The Offline Units are self-operating. Since they have no moving parts and are entirely gravity driv- en, maintenance Is low. The screens and hard- ware are stainless steel, and resist corrosion. These units have large sump storage capacities ranging from 424-1,396 gallons, depending upon the model used, The diversion weir is designed to bypass exces- sive flows without affecting the operation of the unit or storm drain system. Bypass flows don't wash out any of the captured pollutants. The unit's oil retention baffle effectively controls oil and grease. When sorbents are added, the per- manent capture efficiency Increases to 80-90 percent. Capable of treating peak storm flows up to 300-cfs, the Offline Unit removes 100 percent of floatables. This type of storm water treatment can be placed offline anywhere on the network with minimum retrrfitting costs. Since the units are compact and easy to place In confined areas, space requirements are minimal. Precast and Cast-in-place Offline Units To meet different site requirements, the units are available in a variety of models, and configured either precast or cast-in-place. Fifteen precast mod- els are readily available to treat flows from as little as 0.7-cfs up to flows of 64-cfs. Cast-ln-place rein- forced concrete units, using conventional construc- tion techniques, can be built to treat flows up to 300-cfs. CDS units can also be placed in parallel or series to treat larger flows. Maintenance Depending on the site's pollutant loading charac- teristics, seasonal sump cleanout and annual inspection of the screen surface are the only requirements necessary to promote successful and efficient operation of the CDS Offline Unit. Since the units have large sump capacities, the sump can be cleaned out with a standard vactor truck, sump basket or clamshell one to four times per year. The CDS screen and sump can be visually Inspected for any remaining debris. There Is no need for manned entry Into the unit, which pre- vents any direct contact with captured pollutants. 01 '"* INLINE UNIT Polluted storm water runoff comes under control with the CDS Inline Unit. Placed on the main storm drain within one manhole, Its unique configuration meets multiple engineering objectives by combining both treatment and bypass capabilities In one structure. By utilizing CDS' patented non-blocking screening technology, the Inline Unit ensures removal ol both fine and suspended solids along with oil, grease, trash and debris. Offering a remarkably small footprint, the Inline Unit can be Incorporated Into new development projects or retro- fitted into existing storm water collection systems. The unit Is totally underground, has no moving parts and requires no supporting infrastructure. Process Developed to complement CDS' offline storm water treatment systems, the Inline Unit also uses continuous deflective separation (CDS) technology. 1. A channeling weir collects the flow for entrance Into the separation chamber. 2. Storm water enters the diversion chamber. 3. The natural vortex in the separation chamber separates suspended and fine sediments to the center of the chamber for eventual settling in the sump. 4. Because of the washing vortex, the patented separation screen will not become blocked and screened liquid passes through. 5. After flowing beneath the oil baffle, screened flow discharges from the unit. Advantages One structure meets multiple engineering objectives. The sump is an important design feature o1 all CDS units. Sumps prevent scour because deposited material is not stored within the treatment flow path. Handles treatment flows greater than 20-cfs. Capable of bypassing flows In excess of 50-cfs. CDS can customize design for larger treatment and bypass flow events. The Inline Unit removes 80% of total suspending solids (TSS) as well as 100% of floatable: and neutrally buoyant material, plus oil and grease. Due to its non-blocking screen and non- mechanical function, the Inline Unit is a low maintenance treatment option: Maintenance As a general rule, CDS recommends removing solids with a standard vactor truck once a year. Depending on each site's pollutant loading charac- teristics, more cleanouts may be necessary. Seasonal sump cleanout and annual Inspection of the screen surface are typically the only require- ments necessary to promote successful and effi- cient operation of the CDS Inline Unit. Once the access hatch into the CDS unit is opened, the maintenance crew will remove the contents of the sump and separation chamber using a vactor truck as the best cleaning method. The COS screen and sump can then be visually Inspected for any remaining debris. At this point the procedure is complete. There is no need for manned entry into the unit, which prevents any direct contact with captured materials. 4 ,_ 4 * _ *i •' MEDIA FILTRATION SYSTEM far hundreds of years, littering water through media has been widely recognized as one of the mast effec- tive methods for treatment of public water supply and Industrial sites. For storm water applications, media filtration products are simple direct filtering systems, whereby the water needs enough energy to push through the porous media. The basics of water treat- Process The CDS Media Filtration System provides more tine media filtration per plan view square foot area than any storm water filter product available today. The System Is composed of rechargeable media- filled cartridges to target and remove specific pol- lutants, such as heavy metals, oils, greases and fine gradations of suspended solids. The CDS media filtration cartridge is designed to accept var- ious types of media that can be easily replaced or exchanged at any time. The single float control assembly that activates fil- tration of all cartridges is a proven technology con- structed of high quality.stainless steel, and is the only moving part In the treatment system. The assembly is isolated from the treatment area to protect the mechanism from any potential obstruc- tions including fouling pollutants. A series of media-filled cartridges and a sedi- mentation bay below the cartridges Is used to capture and settle out larger particles. Higher quality water reaches the cartridges for filtration, because a large portion of pollutants are pre-settled and held below the cartridges. Sediment bay stores pollutants up to 16 Inches thick. ment using media filtration require that pollutants or solids precipitate, adsorb or absorb themselves to the media, and CDS has designed its system to do just that. When regulations call for higher removal of a finer gradation of fine and suspended particles, the CDS Media Filtration System can be relied on to meet the challenge. Single float valve ensures that treatment flow matches Inflow, which provides the lowest possi- ble hydraulic loading rate on each cartridge and translates to higher removal efficiencies than siphon-activated systems. Cartridges designed to variably handle 7.5 - IB gallons per minute. System treats flow rates ranging from less than 1 cubic foot per second (cfs) to flows In excess of 10-cfs. Configurations The Media Filtration System can be configured Inside either precast or cast-in-place concrete vaults or simple precast manhole structures. Its scalability ranges from small developments using round or square catch basins, manholes and pre- cast vaults, to larger developments requiring cast- in-place concrete structures. When combined with a standard CDS unit upfront for pretreatment, the two systems serve as a treatment train to more thoroughly and efficiently remove a wide range of pollutants from the water column. K. a — '*J-- I MEDIA FILTRATION SYSTEM Maintenance Maintenance of the CDS Media Filtration System can be performed by any qualified personnel and does not require specialized or proprietary equip- ment or media. Since maintenance intervals of any storm water BMP are hlghly.site-speelfic, CDS rec- ommends the cleaning and inspection schedule below to ensure successful operation of the Media Filtration System. Detailed Operations and Maintenance Guidelines are available from CDS Technologies Inc. ANNUAL MAINTENANCE: Inspect system prior to rainy season. Observe floatable accumulation: check inlet and outlet pipes for obstructions. If possible, observe system during a storm event to determine whether or not water is in bypass due to clogging of the media. Measure depth of material In the sediment bay below the cartridges. In the dry season, recharge or replace media and cartridges as necessary, and remove float- able trash and debris. , TWO-THREE YEAR MAINTENANCE: Replace filter cartridges and clean sediment stor- age area below cartridges. ' cartridges i designed to pt various types of i to target and remove cific pollutants. Media ^can be easily replaced or exchanged 'at anytime. MED.IA SELECTION: Perlite Zeolite Granular Activated Carbon Ionic Exchange Media Peat TARGET AND REMOVE: Suspended Solids Heavy Metals Nutrients Oil and Grease i i DROP INLET UNIT Although catch basins are readily used across the U.S.. few are Ideally designed for sediment and pollutant capture like the Drop Inlet Unit from CDS. The Drop Inlet Unit, or Precast Manhole Insert Unit, removes suspended solids, sediments, trash, debris, oil and grease alone with floatable materials from storm water flows. The Drop Inlet Unit provides the Process Using patented continuous deflective separation (CDS) technology, the Drop Inlet Unit effectively and efficiently separates solids from liquids. 1. Storm water flow enters the Inlet grate or curb inlet and Is channeled into the separation chamber. 2. It passes aver a specially perforated separation screen In a hydraullcally balanced condition, creating vortex solid separation. 3. Solids are then captured and retained within the central chamber.' The fluid dynamics along the surface of the screen and the deflective characteristics of the screen prevent blocking. 4. Fluid passes through the screen and beneath an oil baffle before it exits via the storm drain outlet pipe. 5. Suspended solids, sediments and other solid pollutants, Including oil and grease, trash and debris, are retained In a centrally located solids catchment chamber. The heavier solids settle Into the sump. lowest cost per cfs processed when compared to other structural Best Management Practices. Its patented non-blocking screen and non-mechanical function make it a low maintenance storm water treatment solution for very small developments. Advantages The Drop Inlet Unit Is an effective fine solid separator, and no other BMP comes close to Its assured removal of gross solids and neutrally buoyant material. Installed underground, the Drop Inlet Unit is ideal for new construction sites as well as urban retrofit situations where space Is limited and the drainage area .Is small. This unit, like all CDS units, Is entirely gravity driven with no moving parts or power require- ments. Its non-blocking screen overcomes the clogging and reduced efficiency experienced by direct filtration systems. Independent tests show that In addition to 80% suspended solids removal, the units trap virtu- ally 100% of gross partlculate material half the aperture size of the screen, and more than 90% of the particulates one-third the aperture size. A conventional oil baffle In the unit effectively controls oil and grease in the storm water flow. With the addition of sorbents, the permanent capture efficiency Is increased to 80-90%. The Drop Inlet Unit can be strategically located In small areas to serve as both a drain Inlet and a curb Inlet. (NOTE: AH CDS Units can be configured with grated or curb Inlets.) Specifications Footprint diameter: 4.8 ft. Variable Sump Capacity: 0.5 to 1.5 cubic yards Treatment Capacity Range: 0.7-2.8 cubic feet per second Maintenance With Its corrosion-resistant stainless steel screens and inert fiberglass Inlet, the Drop Inlet Unit requires very little maintenance. As a general rule, CDS recommends removing solids with a standard vactor truck one to four times a year, depending on each site's pollutant loading characteristics. -1®CDS OPERATION & MAINTENANCE MANUAL TABLE OF CONTENTS INTRODUCTION , '. 1 OPERATIONS : 1 CDS UNIT CLEANOUT 1-3 CDS® MAINTENANCE 3-4 CONFINED SPACE :...... 4 RECORDS OF OPERATION AND MAINTENANCE 4 APPENDIX A ANNUAL RECORD OF OPERATIONS & MAINTENANCE APPENDIX B SITE LOCATION PLANS & CLEANOUT SCHEMATIC APPENDIX C PLAN & PROFILE DRAWINGS OPERATIONS AND MAINTENANCE GUIDELINES For the CDS Technologies Models PMSU, PSW & PSWC CONTINUOUS DEFLECTIVE SEPARATION UNIT Located at 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 features a patented non-blocking, indirect screening technique developed in Australia to treat water runoff. The unit is highly effective in the capture of suspended solids, fine sands and larger particles. Because of its non-blocking screening capacity, the CDS unit is un-matched in its ability to capture and retain gross pollutants such as trash and debris. In short, CDS units capture a very wide range of organic and in-organic solids and pollutants that typically result in tons of captured solids each year such as: Total suspended solids (TSS) and other sedimentitious materials, oil and greases, trash, and other debris (including floatables, neutrally buoyant, and negatively buoyant debris). These pollutants will be captured even under very high flow rate conditions. CDS units are equipped with conventional oil baffles to capture and retain oil and grease. Laboratory evaluations show that the CDS units are capable of capturing up to 70% of the free oil and grease from storm water. CDS units can also accommodate 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. OPERATIONS The CDS unit is a non-mechanical self-operating system and will function any time there is flow in the storm drainage system. The unit will continue to effectively capture pollutants in flows up to the design 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 UNIT 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 determined based on operating experience unless precise pollutant loadings have been determined. The unit should be periodically inspected to determine the amount of accumulated pollutants and to ensure that the cleanout frequency is adequate to handle the predicted pollutant load being processed by the CDS unit. The recommended cleanout of solids within the CDS unit's sump should occur at 75% of the sump capacity. However, the sump may be completely full with no impact to the CDS unit's performance. Access to the CDS unit is typically achieved through two manhole access covers - one allows inspection and cleanout of the separation chamber (screen/cylinder) & sump and . another allows inspection and cleanout of sediment captured and retained behind the screen. The PSW & PSWC off-line models have an additional access cover over the weir of the diversion vault. For units possessing a sizable-depth below grade (depth to pipe), a single manhole access point would allow both sump cleanout and access behind the screen. ' CDS Technologies Recommends The Following: a#'- j NEW INSTALLATIONS - Check the condition of the unit after every runoff event for the first 30 days. The visual inspection should ascertain that the unit is *| functioning properly (no blockages or obstructions to inlet and/or separation J screen), measuring the amount of solid materials that have accumulated in the sump, the amount of fine sediment accumulated behind the screen, and ,*! determining the amount of floating trash and debris in the separation chamber. J This can be done with a calibrated "dip stick" so that the depth of deposition can be tracked. Refer to the "Cleanout Schematic" (Appendix B) for allowable ; deposition depths and critical distances. Schedules for inspections 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 75-85% full. If floatables accumulate more rapidly than the settleable solids, the floatables should be .removed using a vactor truck or dip net before the layer thickness exceeds one to two feet. 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 - It needs to be emphasized that the addition of sorbents is not a requirement for CDS units to effectively control oil and grease from storm water. The conventional oil baffle within a unit assures satisfactory oil and grease removal. However, the addition of sorbents is a unique enhancement capability special to CDS units, enabling increased oil and grease capture efficiencies beyond that obtainable by conventional oil baffle systems. Under normal operations, CDS units will provide effluent concentrations of oil and grease that are less than 15 parts per million (ppm) for all dry weather spills where the volume is less than or equal to the spill .capture volume of the CDS unit. During wet weather flows, the oil baffle system can be expected to remove between 40 and 70% of the free oil and grease from the storm water runoff. --!* CDS Technologies only recommends the addition of sorbents to the separation chamber if there are specific land use activities in the catchment watershed that could produce exceptionally large concentrations of oil and grease in the runoff, concentration levels well above typical amounts. If site evaluations merit an increased control of free oil and grease then oil sorbents can be added to the CDS unit to thoroughly address these particular pollutants of concern. Recommended Oil Sorbents Rubberizer® Particulate 8-4 mesh or OARS™ Particulate for Filtration, HPT4100 or equal. Rubberizer® is supplied by Haz-Mat Response Technologies, Inc. 4626 Santa Fe Street, 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 runoff. 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 observation 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 Yz inch to one (1") inch depth of sorbent material on the liquid surface of the separation chamber. The oil and grease loading of the sorbent material should be observed after major storm events. Oil Sorbent material may also be furnished in pillow or boom configurations. 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 truck is recommended for cleanout of the CDS unit and can be easily accomplished in less than 30-40 minutes for most installations. Standard vactor operations should be employed in the cleanout of the CDS unit. Disposal of material from the CDS unit should be in accordance with the local municipality's requirements. Disposal of the decant material to a POTW is recommended. Field decanting to the storm drainage system is not recommended. Solids can be disposed of in a similar fashion as those materials collected from street sweeping operations and catch-basin cleanouts. MAINTENANCE - . The CDS unit should be pumped down at least once a year and a thorough inspection of the separation chamber (inlet/cylinder and separation screen) and oil baffle performed. The unit's internal components should not show any signs of damage or any loosening of the bolts used to fasten the various components to the manhole structure and to each other. Ideally, the screen should be power washed for the inspection. If any of the internal components is damaged or if any fasteners appear to be damaged or missing, please contact CDS Technologies to make arrangements to have the damaged items repaired or replaced: CDS Technologies, Inc. Phone, Toll Free:* (888) 535-7559 16360 Monterey Road, Suite 250 - 'Fax: (408) 782-0721 Morgan Hill, CA 95037-5406 The screen assembly is fabricated from Type 316 stainless steel and fastened with Type 316 stainless steel fasteners that are easily removed and/or replaced with conventional hand tools. The damaged screen assembly should be replaced with the new screen assembly placed in the same orientation as the one that was removed. CONFINED SPACE The CDS unit is a confined space environment and only properly trained personnel possessing the necessary safety equipment should enter the unit to perform particular maintenance, and/or inspection activities beyond normal procedure. Inspections of the internal components can, in most cases, be accomplished by 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 Annual Record of Operations and Maintenance form (see Appendix A) is suggested and should be retained fora minimum period of three years. Stormwater Management Plan La Costa Ridge Neighborhood 2.6 Attachment E Vegetated Swale DR Horton La Costa 2.6 SWMP_080608.doc August 2008 Section VII Page 38 TREATMENT DISCHARGE CALCULATION SPREADSHEET Inlet Curb Inlet Catch Basin CDS unit1 Vegetated Swale Flat Grated Inlet2 Tributary Area "A" (Ac) 3.13 3.13 4.86 5.03 Runoff Coeficient "C" 0.57 0.57 0.57 0.57 Rainfall Intensity "I" II QBMp (in/hr) |[ (ft3/s) 0.2 0.2 0.2 0.2 0.36 0.36 0.55 0.57 1 - The BMP Q at the CDS Unit will have already been pre-treated by the curb inlet filter. 2 - The BMP Q at the Flat Grate will have already been pre-treated by the vegetated swale. P:\D\DRHH00000030\0600INFO\0670Reports\SWMP\Qbmp_Calcs.xls of1 6/11/2007 Vegetated Swale - Q100= 10.35 cfs Prog Friction Method Solve For ^s^** Roughness Coefficient Channel Slope Left Side Slope Right Side Slope Bottom Width Discharge Manning Formula Normal Depth Normal Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type 0.030 0.01500 ft/ft 3.00 ft/ft (H:V) 3.00 ft/ft (H:V) 4.00 ft 10.35 ffVs 0.55 ft 3.08 ft2 7.45 ft 7.27 ft 0.52 ft 0.01830 ft/ft 3.37 ft/s 0.18 ft 0.72 ft 0.91 Subcritical Downstream Depth Length Number Of Steps Upstream Depth Profile Description Profile Headless Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope 0.00 ft 0.00 ft 0 0.00 ft 0.00 ft Infinity ft/s Infinity ft/s 0.55 ft 0.52 ft 0.01500 ft/ft 0.01830 ft/ft 6/12/2007 8:58:17 AM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Vegetated Swale - Qbmp= 0.55 cfs Friction Method Solve For Manning Formula Normal Depth Roughness Coefficient Channel Slope Left Side Slope Right Side Slope Bottom Width Discharge ^-t~* rr-gr „ „,- ^Wj ^^ , ,. Restifte" i,^., V \ Normal Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type GyFfnputData" Downstream Depth Length Number Of Steps GVFputpTtf Data . Upstream Depth Profile Description Profile Headless Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope 0.250 0.01500 3.00 3.00 4.00 0.55 , _^_,_ -»^ - , ,„, ,v^" , * ° ** * i * 0.35 1.75 6.20 6.09 0.08 2.15259 0.31 0.00 0.35 0.10 Subcritical • , „ ^ _, ^ - ~ 0.00 0.00 0 , '. , "- " : ^'" • ~~ •'•_-__ 0.00 0.00 Infinity Infinity 0.35 0.08 0.01500 2.15259 ft/ft ft/ft (H:V) ft/ft (H:V) ft fWs — i ,„ — ^y~, --.-.,,-» -- , , ^ ^c''^ -'--':-';"'» -.' I " *'" ft ft2 ft ft ft ft/ft ft/s ft ft *-" ^ . ! ^ . - -i ' L , _ - * k. 'v^ - , -, ft ft • • " ~-~-' ~'..ij' v : •-"•;' • ' ft ft ft/s ft/s ft ft ft/ft • ft/ft 6/12/2007 8:59:13 AM Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Project Description- ' "• Solve For &jj§a$^xA;^'-? Discharge Left Side Slope Right Side Slope Bottom Width Grate Width Grate Length Local Depression Local Depression Width Grate Type Clogging ^SMTrc^?F--/Zr Spread Depth Wetted Perimeter Top Width Open Grate Area Active Grate Weir Length Flat Grat - Q100= 10.35 cfs -r-^T-s^-jjFTTr,-'.- • *-, * sj ^Ttsssr^vsir . icv -:r- 7.^1,-:, r^ Spread ^/uk^S¥*^ -N- 10.35 ft3/s 3.00 ft/ft (H:V) 3.00 ft/ft (H:V) 4.00 ft 4.00 ft 3.00 ft 2.00 in 2.00 ft P-50mm(P-1-7/8") 50.00 % "^ci5!LS^.o - "::T*'^!^^^S^J^^?75v?-s"T 4.'TjT'?3 4.22 ft 0.33 ft 4.69 ft 4.22 ft 5.40 ft* 10.00 ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 6/12/2007 9:00:55 AM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Flat Grate - Qbmp= 0.57 cfs Solve For T-^^TTJ^uF^*- -^-"< Ntottflafa - ~ 1 "^ J-^JKH^-Jl* ^^ Discharge Left Side Slope Right Side Slope Bottom Width Grate Width Grate Length Local Depression Local Depression Width Grate Type Clogging Spread Depth Wetted Perimeter Top Width Open Grate Area Active Grate Weir Length Spread P-50 mm (P-1-7/8") 0.57 fp/s 3.00 ft/ft (H:V) 3.00 ft/ft (H:V) 4.00 ft 4.00 ft 3.00 ft 2.00 in 2.00 ft 50.00 % 2.00 ft -0.10 ft 3.80 ft 3.94 ft 5.40 ft' 10.00 ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 6/12/2007 9:02:16 AM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA+1-203-755-1666 Page 1 of 1 Under Sidewalk Drain 4' wide x 4" deep - Q100= 10.15 cfs i,t -)5-T~- "? f.*iE.-~-» ^ -*•~$pffje& ™-wn -tf^c •<^K>^^rs^^v^^^f^^^-^^ff^»^vS?:^SSSn^^ }. If^f* *-»;¥ CV^ "5" • @T K>^r—*«^•« KT "•-— -»• «- «"~? ., a ,A • ' •>••».&'• ,^';^,'"'> ^r7-^yS<,' -**!? r^s. -^&5-^t>". -Project Bescrfptfon";'' - Friction Method Solve For Manning Formula Discharge Roughness Coefficient Channel Slope Normal Depth Bottom Width Discharge Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type r ^ • 2**^ \ ~r-< i* --.»*>«>,^^j--^?- ^4-s-~ ^^f v^*y^ - *- ^'tf' * 0.015 0.03500 ft/ft 0.33 ft 4.00 ft 10.72 ft'/s 1.33 ft* 4.67 ft 4.00 ft 0.61 ft 0.00551 ft/ft 8.04 ft/s 1.00 ft 1.34 ft 2.45 *"*. **~.r* "S^ir* •** -1 I*/*« ;^C^^' »1ttJitii!iu« JLi* "SC^r «j-Jfi- JBM sCfeK^SV Supercritical Downstream Depth Length Number Of Steps Upstream Depth Profile Description Profile Headless Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope 0.00 ft 0.00 ft 0 0.00 ft 0.00 ft Infinity ft/s Infinity ft/s 0.33 ft 0.61 ft 0.03500 ft/ft 0.00551 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 6/12/2007 9:08:54 AM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 PARK •• UNIT NO. 15 VEGETATED SWALE NTS Vegetated Swale TC-30 Description Vegetated swales are open, shallow channels with vegetation covering the side slopes and bottom that collect and slowly convey runoff flow to downstream 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 10 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 conveyance measure.with significant collateral water quality benefits. Design Considerations • Tributary Area • Area Required • Slope • Water Availability Targeted Constituents Ef Sediment A Ef Nutrients i Ef Trash < Ef Metals A Ef Bacteria < Ef Oil and Grease Ef Organics Legend (Removal Effectiveness) A A • Low A Medium High January 2003 California Stormwater BMP 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. • M ay 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 b e designed so that the water level does not exceed 2 /srds 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 with sharp breaks in slope. • Swales constructed in cut are preferred, or in fill areas that are far enough from an adj acent 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 width of the swale should be determined using Manning's Equation using a value of 0.25 for Manning's n. 2 of 13 California Stormwate'r BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC-30 Cons truction/Ijispection 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 of the 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 will 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 known 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 Nationwide 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 ll 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 l). These dams maximize the retention time within the swale, decrease flow velocities, and promote particulate settling. 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 l). 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 Caltrans 2002 Goldberg 1993 Seattle Metro and Washington Department of Ecology 1992 Seattle Metro and Washington Department ofEcology, 1992 Wang et al., 1981 Donnan et 31,1989 Harper, 1988 Kercher et al., 1983 Harper, 1988. Koon, 1995 TSS 77 67.8 60 83 80 93 87 99 8l 67 TP 8 4-5 45 29 - 18 83 99 17 39 TN 67 - - - - - 84 99 40 - N03 66 31-4 -25 -25 - 45 80 99 52 9 Metals 83-90 42-62 2-16 46-73 70-80 37-81 88-90 99 37-69 -35 to 6 Bacteria -33 -100 -25 -25 - - - - - - Type dry swales grassed channel grassed channel grassed channel dry swale dry swale dry swale dry swale wet swale wet swale While it is difficult to distinguish, between different 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 of a swale at a site will depend on land use, size of the area serviced, soil type, slope, imperviousness of the contributing watershed, and dimensions and slope of the swale system (Schueler etal., 1992). In general, swales can be used to serve areas of less than 10 acres, with 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 removing 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 of the 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 limits. The use of check dams with swales also promotes infiltration. Additional Design Guidelines Most of the 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 observed 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/srds the height of the grass at the peak of the water quality design storm intensity. The channel slope shouldnot 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 of the 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 loo-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 with 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 Vegetated Swale TC-30 Cost Construction 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 ft2. This price does not include design costs or contingencies. Brown 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 ft2, which compares favorably with other stormwater management practices. January 2003 California Stormwater BMP Handbook 7 of 13 New Development and Redevelopment www. cabmphandbooks. com I 4 * 1 - -- 1 i - » i - i . -—i i .-••-* TC-30 Vegetated Swale Table 2 Swale Cost Estimate (SEWRPC, 1991) Component Mobilization / Dsmohi liza tlan -LJg ht Sits Preparation Clearing". _ Grubbing5 General Excavation^. Laval and Till" Sites Development Salvaged Topsail Seed, and Mulch1.. Sorf>.... Subtotal Contingencies Total Unit Swala Acre Yd3 Yd" Yd3 Yd3 -- Swala -- Extent 1 OS 0.26 372 1,210 1,210 1,210 - 1 - Low $107 $2 200 $2.10 50.20 $0.40 $1.20 - 25% - Unit Cost Moderate $274 $3 800 $3.70 80.35 $1.00 $2:40 - 25% - High $441 85/400 $5.30 $3.50 $1.60 $3.60 -- 25% -- Low $107 $1 100 $7B1 8242 $464 11,452 415,116 1 1,279 116,395 Total Cost Mia derate $274 $1 900 $1.378 £424 $1,210 $2,904 $9,383 $2,347 811.72,5 Hiflh $441 $2700 $1,972 $605 $1,936 $4,3S6 $13,630 $3,415 $17,075- Source: {SEWRPC, 1S91) Note: MobilizatJon/demabilizatian refers to the organization and planning involved in establishing a vegetative swale. 1 Swale has a bottom width of 1.0 foot, a top width of 10 feet with 1:3 side slopes, and a 1,000-foot length. b Area cleared = (top width + 10 fedfj x swale length. 'Area grubbed = (top width x swale length). d Volume excavated - (Q.67 x top v/ldthx swale depth) x swale length [parabolic cross-section). " Area tilled = (top width •»• BE swale deplhzi:x swale length (parabolic cross-section). 3(top width) ' Area seeded = area cleared x 0.5. 1 Area sodded = area cleared x 0,5. 8 of 13 California Stormwater BMP Handbook New Development and Redevelopment www. cabmphandbooks. corn January 2003 Vegetated Swale TC-30 Table 3 Estimated Maintenance Costs (SEWRPC, 1991) Component Lawn Mowing General Lawn Care Swale Debris and Litter Ram oval Grass Raseeding with Mulch and Fertilizer Program Administration and Swale Inspection Total Unit Cost SO JS/ 1,000 fP/ mowing $9.00 /1,000ft2/ year $0.10 / linear foot / year $0.30 /yd' $0.1 5 / linaar fbat/yaar, plus $25 /inspection „ Swale Size (Depth and Top Width) 1.5 Foot Depth, One- Foot Bottom Width, 10-Foot Top Width SO. 14 /linearfool $0.1@/llnearfODt $0.10 /linear foot SO.Q1 /linearfoot $Q.16/linsarfaot fO.Efl/ linear foot 3-Foot Depth, 3-Foot Bottom Width, 21-Foot Top Width 10,21 /linear foot $0.20 /linear foot 10.10 /linear foot 10.01 /linear foot f 0.15 /Dnaar foot $0.75 /linear foot Comment Lawn maintenance aree=(top width + 1 0 feet) x length . Mow sight times peryaar lawn maintenance area = (top width + 10 feet) K length - Area revegetatad equals 1% of lawn rnaintanancs area par year inspect four times per year - January 2003 California Storm water 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 with a tributary area of approximately 2. ha at approximately $2,700. Since almost all maintenance consists of mowing, the cost is fundamentally a function of the mowing frequency. Unit costs developed by S EWRPC are shown 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 activities 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," ASCE Journal of Environmental Engineering, Vol. 124, No. ll, pp. 1121-1128. Brown, W., andT. 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, Eflicott 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, by the Center for Watershed Protection, Ellicott City, MD. Colwell, Shanti R., Homer, 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, andT. Quasebarth. 1989. Retention, Detention and Overland Flow for Pollutant Removal From Highway Stormwater Runoff. Vol. i. FHWA/RD 89/202. Federal Highway Administration, Washington, DC. Goldberg. 1993. Day ton Avenue Swale Biofiltration Study. Seattle Engineering Department, Seattle, 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 Issaguah/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.Oakland, P-H. 1983. An evaluation of Stormwater pollutant removal 10 of 13 California Stormwater BMP Handbook January 2003 Mew Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC-30 through grassed swale treatment In Proceedings of the International Symposium of Urban Hydrology, Hy&autics 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: Areanalysis. Watershed Protection Techniques 2(2):379~383. Seattle Metro and Washington Department of Ecology. 1992. Biojiltration Swale Performance: Recommendations and Design Considerations. Publication No. 657. Water Pollution Control Department, Seattle, WA Southeastern Wisconsin Regional Planning Commission (SWRPC). 1991. Costs 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^-99-006 http: / /www.epa.gov/owm/mtb /vegswale.pdf. Office of Water, Washington DC. Wang, T., D. Spyridakis, B. Mar, andR. Homer. 1981. Transport, Deposition and Control of Heavy Metals in Highway Runoff. FHWA-WA-RD-39-io. University of Washington, Department of Civil 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-Ri6. Virginia Transportation Research Council, Charlottesville, VA Information Resources Maryland Department of the Environment (MDE). 2000. Maryland Stormwater Design Manual, www.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 1(3): 117-119. 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. Biqfiltration Swale Performance. Recommendations and Design Considerations. Publication No. 657. Seattle Metro and Washington Department of Ecology, Olympia, WA. USEPA1993. Guidance Specifying Management Measures for Sources ofNonpoint PoEution in Coastal Waters. EPA-84O-B-92-OO2. 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 for scour (a) CrBsssettioa ofsirsle yyitfa clink dam. Notation; L = Ungtfi of swaje impoundment area par chsck dam (ft) (li) Oimensiannl vi«n-of swale iinponiHlmcut arm. Ds = DopOti si Chech dan (/I) S3 = Bottom slpool awa la (ftjft) W =Topwl<l!liorcli*cltdani!ieW, = Bottom viidlh of chack dam (Hi I«3 = Hatto of toifeonttl la vtiOcaleftanga in swal* si do flaps (WH! January 2003 California Stormwater BMP Handbook New Development and Redevelopment www. cabmphandbooks. com 13 of 13 Stormwater Management Plan La Costa Ridge Neighborhood2.6 Attachment F Inspection Form DR Morton Section VII La Costa 2.6 SWMP_080608.doc Page 39 August 2008 RECORD OF OPERATION AND MAINTENANCE INSPECTION FORM Project Name: Site Address ______ Owner's Representative:. Telephone Number: CATCH BASIN MAINTENANCE: DATE: INSPECTOR: INSPECTION AND OBSERVATIONS: FOSSIL FILTER INSTALLATION: MODEL DESIGNATION: INSTALLATION DATE: SITE LOCATION: DEPTH FROM COVER TO BOTTOM OF SUMP: VOLUME OF SUMP CUYD VOLUME/INCH DEPTH CUYD INSPECTIONS: DATE: _- INSPECTOR: FILTER INTEGRITY: VOLUME OF FLOATABLES: DEPTH OF SEDIMENT: SEDIMENT VOLUME: FILTER CONDITION: DISCOLORATION: OBSERVATIONS OF FUNCTION: CLEANOUT: DATE: INSPECTOR: VOLUME OF FLOATABLES: " VOLUME OF SEDIMENTS: ~ METHOD OF DISPOSAL OF FLOATABLES, SEDIMENTS, etc.- REPLACEMENT OF FOSSIL FILTER: " OBSERVATIONS: CERTIFICATION: Signature TITLE: DATE: CDS TECHNOLOGIES ANNUAL RECORD OF OPERATION AND MAINTENANCE OWNER APDRESS__OWNER REPRESENTATIVE PHONE CDS INSTALLATION: MODEL DESIGNATION SITE LOCATION " DATE DEPTH FROM COVER TO BOTTOM OF SUMP VOLUME OF SUMP CUYD VOLUME/INCH DEPTH INSPECTIONS: OBSERVATIONS OF FUNCTION: CUYD DATE/INSPECTOR SCREEN INTEGRITY FLOATABLES DEPTH SEDIMENT VOLUME SORBENT DISCOLORATION CLEANOUT: DATE VOLUME FLOATABLES VOLUME SEDIMENTS METHOD OF DISPOSAL OF FLOATABLES, SEDIMENTS, DECANT AND SORBENTS OBSERVATIONS: SCREEN MAINTENANCE: DATE OF POWER WASHING, INSPECTION AND OBSERVATIONS:. CERTIFICATION: DATE: TITLE: Storm Water Management Plan La Costa Ridge Neighborhood2.6 Attachment G Pervious Concrete Curb & Gutter DR Norton Attachments La Costa 2.6 SWMP_080608.doc Page 40 August 2008 Pervious Pavements SD-20 Design Objectives E3 Maximize Infiltration 0 Provide Retention 0 Slow Runoff r* Minim ize I mpervious Land Coverage Prohibit Dumping of Improper Materials Contain Pollutants Collect and Convey Description Pervious paving is used for light vehicle loading in parking areas. The term describes a system comprising a load-bearing, durable surface together with an underlying layered structure that temporarily stores water prior to infiltration or drainage to a controlled outlet. The surface can itself be porous such that water infiltrates across the entire surface of the material (e.g., grass and gravel surfaces, porous concrete and porous asphalt), or can be built up of impermeable blocks separated by spaces and joints, through which the water can drain. This latter system is termed' permeable' paving. Advantages of pervious pavements is that they reduce runoff volume while providing treatment, and are unobtrusive resulting in a high level of acceptability. Approach Attenuation of flow is provided by the storage within the underlying structure or sub base, together with appropriate flow controls. An underlying geotextile may permit groundwater recharge, thus contributing to the restoration of the natural water cycle. Alternatively, where infiltration is inappropriate (e.g., if the groundwater vulnerability is high, or the soil type is unsuitable), the surface can be constructed above an impermeable membrane. The system offers a valuable solution for drainage of spatially constrained urban areas. Significant attenuation and improvement in water quality can be achieved by permeable pavements, whichever method is used. The surface and subsurface infrastructure can remove both the soluble and fine particulate pollutants that occur within urban runoff. Roof water can be piped into the storage area directly, adding areas from which the flow can be attenuated. Also, within lined systems, there is the opportunity for stored runoff to be piped out for reuse. Suitable Applications Residential, commercial and industrial applications are possible. The use of permeable pavement may be restricted in cold regions, arid regions or regions with high wind erosion. There are some specific disadvantages associated with permeable pavement, which are as follows: January 2003 California Stormwater BMP Handbook Mew Development and Redevelopment www.cabmphandbooks.com lof 10 SD-20 Pervious Pavements • Permeable pavement can become clogged if improperly installed or maintained. However, this is countered by the ease with which small areas of paving can be cleaned or replaced when bio eked or damaged. • Their application should be limited to highways with low traffic volumes, axle loads and speeds (less than 30 mph limit), car parking areas and other lightly trafficked or non- trafficked areas. Permeable surfaces are currently not considered suitable for adoptable roads due to the risks associated with failure on highspeed roads, the safety implications of ponding, and disruption arising from reconstruction. • When using un-lined, infiltration systems, there is some risk of contaminating groundwater, depending on soil conditions and aquifer susceptibility. However, this risk is likely to be small because the areas drained tend to have inherently low pollutant loadings. • The use of permeable pavement is restricted to gentle slopes. • Porous block paving has a higher risk of abrasion and damage than solid blocks. Design Considerations Designing Neiv Installations If the grades, subsoils, drainage characteristics, and groundwater conditions are suitable, permeable paving may be substituted for conventional pavement on parking areas, cul de sacs and other areas with light traffic. Slopes should be flat or veiy gentle. Scottish experience lias shown that permeable paving systems can be installed in a wide range of ground conditions, and the flow attenuation performance is excellent even when the systems are lined. The suitability of a pervious system at a particular pavement site will, however, depend on the loading criteria required of the pavement. Where the system is to be used for infiltrating drainage waters into the ground, the vulnerability of local groundwater sources to pollution from the site should be low, and the seasonal high water table should be at least 4 feet below the surface. Ideally, the pervious surface should be horizontal in order to intercept local rainfall at source. On sloping sites, pervious surfaces may be terraced to accommodate differences in levels. Design Guidelines The design of each layer of the pavement must be determined by the likely traffic loadings and their required operational life. To provide satisfactory performance, the following criteria should be considered: • The subgrade should be able to sustain traffic loading without excessive deformation. • The granular capping and sub-base layers should give sufficient load-bearing to provide an adequate construction platform and base for the overlying pavement layers. • The pavement materials should not crack of suffer excessive rutting under the influence of traffic. This is controlled by the horizontal tensile stress at the base of these layers. 2 of 10 California Stormwater BMP Handbook January 2003 Mew Development and Redevelopment www.cabmphandbooks.com Pervious Pavements SD-20 There is no current structural design method specifically for pervious pavements. Allowances should be considered the following factors in the design and specification of materials: • Pervious pavements use materials with high permeability and void space. All the current UK pavement design methods are based on the use of conventional materials that are dense and relatively impermeable. The stiffness of the materials must therefore be assessed. • Water is present within the construction and can soften and weaken materials, and this must be allowed for. • Existing design methods assume full friction between layers. Any geotextiles or geomembranes must be carefully specified to minimize loss of friction between layers. • Porous asphalt loses adhesion and becomes brittle as air passes through the voids. Its durability is therefore lower than conventional materials. The single sized grading of materials used means that care should be taken to ensure that loss of finer particles between unbound layers does not occur. Positioning a geotextile near the surface of the pervious construction should enable pollutants to be trapped and retained close to the surface of the construction. This has both advantages and disadvantages. The main disadvantage is that the filtering of sediments and their associated pollutants at this level may hamper percolation of waters and can eventually lead to surface ponding. One advantage is that even if eventual maintenance is required to reinstate infiltration, only a limited amount of the construction needs to be disturbed, since the sub-base below the geotextile is protected. In addition, the pollutant concentration at a high level in the structure allows for its release over time. It is slowly transported in the stormwater to lower levels where chemical and biological processes may be operating to retain or degrade pollutants. The design should ensure that sufficient void space exists for the storage of sediments to limit the period between remedial works. • Pervious pavements require a single size grading to give open voids. The choice of materials is therefore a compromise between stiffness, permeability and storage capacity. • Because the sub-base and capping will be in contact with water for a large part of the time, the strength and durability of the aggregate particles when saturated and subjected to wetting and diying should be assessed. • A uniformly graded single size material cannot be compacted and is liable to move when construction traffic passes over it. This effect can be reduced by the use of angular crushed rock material with a high surface friction. In pollution control terms, these layers represent the site of long term chemical and biological pollutant retention and degradation processes. The construction materials should be selected, in addition to their structural strength properties, for their ability to sustain such processes. In general, this means that materials should create neutral or slightly alkaline conditions and they should provide favorable sites for colonization by microbial populations. January 2003 California Stormwater BMP Handbook 3 of 10 New Development and Redevelopment www.cabmphandbooks.com SD-20 Pervious Pavements Construction/'Inspection Considerations • Permeable surfaces can be laid without cross-falls or longitudinal gradients. • The blocks should be kin level • They should not be used for storage of site materials, unless the surface is well protected from deposition of silt and other spillages. • The pavement should be constructed in a single operation, as one of the last items to be built, on a development site. Landscape development should be completed before pavement construction to avoid contamination by silt or soil from this source. • Surfaces draining to the pavement should be stabilized before construction of the pavement. • Inappropriate construction equipment should be kept away from the pavement to prevent damage to the surface, sub-base or sub-grade. Maintenance Requirements The maintenance requirements of a pervious surface should be reviewed at the time of design and should be clearly specified. Maintenance is required to prevent clogging of the pervious surface. The factors to be considered when denning maintenance requirements must include: • Type of use • Ownership • Level of trafficking • The local environment and any contributing catchments Studies in the UK have shown satisfactory operation of porous pavement systems without maintenance for over 10 years and recent work by Imbe et al. at gth I CUD, Portland, 2002 describes systems operating for over 20 years without maintenance. However, performance under such regimes could not be guaranteed, Table i shows typical recommended maintenance regimes: 4 of 10 California Storm water BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.oom Pervious Pavements SD-20 Table 1 Typical Recommended Maintenance Regimes Activity Schedule Minimize use of salt or grit for de-icing Keep landscaped areas well maintained Prevent soil being washed onto pavement Ongoing Vacuum clean surface using commercially available sweeping machines at the following times: End of winter (April) Mid-summer (July / August) After Autumn leaf-fall (November) 2/3xper year Inspect outlets Annual If routine cleaning does not restore infiltration rates, then reconstruction of part of the whole of a pervious surface may be required. The surface area affected by hydraulic failure should be lifted for inspection of the internal materials to identify the location and extent of the blockage. Surface materials should be lifted and replaced after brush cleaning. Geotextiles may need complete replacement. Sub-surface layers may need cleaning and replacing. Removed silts may need to be disposed of as controlled waste. As needed (infrequent) Maxi mu m 15 -2 o y e ars Permeable pavements are up to 25 % cheaper (or at least no more expensive than the traditional forms of pavement construction), when all construction and drainage costs are taken into account. (Accepting that the porous asphalt itself is a more expensive surfacing, the extra cost of which is offset by the savings in underground pipework etc.) (Niemczynowicz, et al, 1987) Table i gives US cost estimates for capital and maintenance costs of porous pavements (Landphair et al., 2000) Redeveloping Existing Installations Various jurisdictional stormwater management and mitigation plans (SUSMP, WQMP, etc.) define "redevelopment" in terms of amounts of additional impervious area, increases in gross floor area and/or exterior construction, and knd disturbing activities with structural or impervious surfaces. The definition of" redevelopment" must be consulted to determine whether or not the requirements for new development apply to areas intended for redevelopment. If the definition applies, the steps outlined under "designing new installations" above should be followed. January 2003 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks.com 5 of 10 SD-20 Pervious Pavements Additional Information Cost Considerations Permeable pavements are up to 25 % cheaper (or at least no more expensive than the traditional forms of pavement construction), when all construction and drainage costs are taken into account. (Accepting that the porous asphalt itself is a more expensive surfacing, the extra cost of which is offset by the savings in underground pipework etc.) (Niemczynowicz, et al., 1987) Table 2 gives US cost estimates for capital and maintenance costs of porous pavements (Landphair et al., 2000) 6 of 10 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Pervious Pavements SD-20 Table 2 Engineer's Estimate for Porous Pavement Porous Pavement n™ Grading Pawing Excavation FIM« Fabric Stone Fill Sand Sight Wai Siding Clwcfc Dam IWI» SY SY CV SY CY CY £A LF CY Price $2.00 $1900 £3.60 $1.15 $16-00 $T.OO $300.00 $0-05 435,00 Total Construction Gostc Construction C&sts Amortized far 20 Yaars Cycled Vtar Qaam. 1 Acre WS 604 212 201 700 201 100 2 $44 0 Total $1,20& 34.02S £724 5805 $3,216 $?00 £600 S.S2 so $10,105 S505 QuuiLJ AereWS 1209 424 403 1400 403 200 3 1269 0 Tr»Ul £2.418 S«,C56 S1.4S1 $1,610 $6,443 $1,400 saoo SC4 $0 119,928 $996 Qma*.3 AcreWS 1812 636 604 2000 604 300 4 1932 0 Tetal S3r624 $12,OS4 S2r174 $2P3DQ S9Pft64 *2t100 £1,200 $97 to $39,619 $it4ai Qu«iL4 AenjWS 2419 848 806 2800 ao« 400 ? 257$ 0 Tnlil £4,838 $16,112 £2,902 $3,220 $i2,as« $2-300 £2,100 $129 $0 $40,153 $2,ooa Quaia.5 Acre WS 3020 1060 1008 3600 1008 SOD 7 3220 0 TolsJ £6,040 $20,140 ss.ess' $4,140 $16,128 ss.eoo $2.100 $131 $0 $49,798 $2,450 Annual Maintenance Expense Item Swaaping Washing InsiMCtlwi D&epCfeao llnJlii AC AC MH AC Price $250.00 $250-00 $20.00 $450.00 CvcIeM Y*ar £ 6 5 0.5 Qnaat.J Acre WS f 1 5 1 Total Annual Maintenance expanse Total $1,600 $1,500 £100 5225 $3,9W> Quint. 2 iVcnjWS 2 2 5 2 Total S3.000 $3,000 $100 $450 $7,792 Quanta Acr* WS 3 3 S 3 Tetal J4r500 $4^00 S1CO $ST5 $11,051 QuinLJ Atre WS 4 4 5 3.9 ToliI SG.OOQ 56,000 $100 $878 $t5y4a3 Quant. 5 A«r« WS & 5 S 5 TVilsJ $7,500 $7,500 S10D 51,125 $19,370 January 2003 California Stormwater BMP Handbook New Development and Redevelopment www.cabmphandbooks.oom 7 of 10 SD-20 Pervious Pavements Other Resources Abbott C.L. and Comino-Mateos L. 2001. In situ performance monitoring of an infiltration drainage system and field testing o/currenf design procedures. Journal CIWEM, 15(3), pp. 198- 202. Construction Industiy Research and Information Association (CIRIA). 2002. Source Control using Constructed Pervious Surfaces €582, London, SWiPsAU. Construction Industry Research and Information Association (CIRIA). 2000. Sustainable urban drainage systems - design manual for Scotland and Northern Ireland Report €521, London, SWiP Construction Industiy Research and Information Association (CIRIA). 2000 C522 Sustainable urban drainage systems - design manual for England and Wales, London, SWiP Construction Industry Research and Information Association (CIRIA). RP448 Manual of good practice for the design, construction and maintenance of infiltration drainage systems for stormwater runoff control and disposal, London, SWiP 3AU. Dierkes C., Kuhlmann L., Kandasamy J. & Angelis G. Pollution Retention Capability and Maintenance of Permeable Pavements. Proc gth International Conference on Urban Drainage, Portland Oregon, September 2002. Hart P (2002) Permeable Paving as a Stormwater Source Control System. Paper presented at Scottish Hydraulics Study Group 14th Annual seminar, SUDS. 22 March 2002, Glasgow. Kobayashi M., 1999. Stormwater runoff control in Nagoya City. Proc. 8 th Int. Conf. on Urban Storm Drainage, Sydney, Australia, pp. 825-833. Landphair, H., McFalls, J., Thompson, D., 2000, Design Methods, Selection, and Cost Effectiveness of Stormwater Quality Structures, Texas Transportation Institute Research Report 1837-1, College Station, Texas. Legret M, Colandini V, Effects of a porous pavement with reservior strucutre on runoff water:water quality and the fate of heavy metals. Laboratoire Central Des Fonts et Chaussesss Macdonald K. & Jefferies C. Performance Comparison of Porous Paved and Traditional Car Parks. Proc. First National Conference on Sustainable Drainage Systems, Coventry June 2001 . Niemczynowicz J, Hogland W, 1987: Test of porous pavements performed in Lund, Sweden, in Topics in Drainage Hydraulics and Hydrology. BC. Yen (Ed.), pub. Int. Assoc. For Hydraulic Research, pp 19-80. Pratt C.J. SUSTAINABLE URBAN DRAINAGE - A Review of published material on the performance of various SUDS devices prepared for the UK Environment Agency. Coventry University, UK December 2001. Pratt C.J., 1995. Infiltration drainage - case studies of UK practice. Project Report 8 of 10 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.oom Pervious Pavements SD-20 22,Co instruction Industiy Research and Information Association, London, SWiP sAU; also known as National Rivers Authority R & D Note 485 Pratt. C. J., 1990. Permeable Pavements for Stormwater Quality Enhancement. In: Urban Stormwater Quality Enhancement - Source Control, retrofitting and combined sewer techno log}', Ed. H.C. Torno, ASCE, ISBN 087262 7594, pp. 131-155 Raimbault G., 1997 French Developments in Reservoir Structures Sustainable water resources I the 21st century. Malmo Sweden Schliiter W. & Jefferies C. Monitoring the outflow from a Porous Car Park Proc. First National Conference on Sustainable Drainage Systems, Coventry June 2001. Wild, T.C., Jefferies, C., and D'Arcy, B.J. SUDS in Scotland - the Scottish SUDS database Report No SR(O2)O9 Scotland and Northern Ireland Forum for Environmental Research, Edinburgh. In preparation August 2002. January 2003 California Storm water BMP Handbook New Development and Redevelopment www.cabmphandbooks.com 9 of 10 SD-20 Pervious Pavements GectexWe , __ „.„.; ;_. ... I Pel • . <".'•• 4^ ' Sul+••»'» t I . . Impermeable Membrane Permeable ib-bBse >• To (uithsi trealrneni disposal or reuse ervious pavement used for attenuation : ' * Ij_ ..._ ;"„, 1 i Permeaale (nfiKration (b) Pervious pavement used for infiltration Schematics of a Pervious Pavement System 10 of 10 California Storm water BMP Handbook New Development and Redevelopment www.cabmphandbooks.com January 2003 2' PCC PERVIOUS CONC. C&G 3/4" GRAVEL FILLED TRENCH 3/4" GRAVEL FILLED TRENCH WITH FILTER BLANKET 1' MIN. AC PAVEMENT 1.5' MIN. 6" PERFORATED DRAIN WRAPPED WITH FILTER FABRIC PERVIOUS CONCRETE C&G DETAIL N.T.S.