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CT 06-24; BRESSI RANCH VILLAGE CENTER; STORM WATER MANAGEMENT PLAN; 2007-11-01
I ,I I I I I I I I I- I I I 'I -I I I I I STORM WATER MANAGEMENT PLAN BRESSI RANCH PLANNING AREA 15 CITY OF CARLSBAD, CA NOVEMBER 2007 SDP NUMBER: 06-17 DRAWING NUMBER CT 06-24 Prepared For: LNR PROPERTY CORPORATION 8520 Techway Suite 130 San Diego, CA 92123 Prepared By: PROJECT DESIGN CONSULTANTS Planning I Landscalle Architecture I Environmental I Engimeering I Survey Prepared by: Brinton Swift Under the supervision of Registration Expires 12/31108 Job No. 3219.10 .LN3~lB\ld30 8N\B33N\~N3 L~Ol '-' 0 1\01'\ a.aA1a~ID1 701 8 Street. Suite 800 San Diego. CA 92101 619.235.6471 Tel 619.234.0349 Fax II o z ~ o w :r: o z j Om I I I I I :1 I I I I ... I I I I I I 1 I I ,~ PROJECT DESIGN CONSULTANTS DATE: October 30, 2007 FILE: TO: City of Carlsbad FROM: Project Design Consultants SUBJECT: Response to Comments Storm Water Management Plan Bressi Ranch Planning Area 15, September 2007 Redline Comments Comment #1 on Page 6: "What is this study's relevan(!e the site is in the Batiquitos Lagoon hydrologic sub area." Response: The referenced study for the San Luis Rey Watershed was a typo. the correct watershed associated with the Bressi Commercial Project is the Carlsbad Hydrologic Unit and the San Marcos Creek Hydrologic Area. According to the Watershed Urban Runoff Management Program (WURMP) for Carlsbad Hydrologic Unit dated January, 2007 the high priority pollutants of concern for the Carlsbad Hydrologic Unit are bacteria and sediment. These two pollutants are identified as pollutants of concern in the Storm Water Management Plan (SWMP) on page 12 as pollutants of concern utilized when selecting structural treatment BMPs. Additionally, the WURMP identifies four constituents of concern including; nutrients, pesticides, total dissolved solids, and trash. Water bodies downstream of the Bressi Commercial project are not currently iimpaired for any of these constituents, and as such more priority \Vas given to·bacteria.a,nd··sediment rem~val efficiencies. However, the selected treatment· devices all provide some degree of removal of these secondary pollutants. A treatment train utilizing hydrodynamic separator systems, bacteria reducing inlet insert filters, and low impact development features actively treat runoff from the site for all of these pollutants. Comment #2 on Page 6: "Please refer to Carlsbad SUSMP for pollutants of concern. See sheet 3 of this report." Response: Table 1 in the report was taken directly from the Carlsbad SUSMP and was utilized in determining pollutants that are anticipated to be generated by the Project development. Based on the downstream pollutants of concern, watershed pollutants of concern, and proximity of 303(d) and Monitoring list water bodies, project pollutants of concern were identified. Structural treatment BMPs were then selected based on these criteria. P:13219\ENGRIREPORTS\SWMP13219Respoitse to comments20071030.doc \ I I I I I I I I I I I I I I I I I I I Bressi Commercial SWMP October 30, 2007 Page 2 Comment #3 on Page 6: "Need to treat for everything." Response: Please see response to Comment 2. Proposed structural treatment BMPs have been selected based on their removal efficiencies for the pollutants of concern as described in the Structural Treatment BMPs portion on page 12 of the SWMP. Comment #4 on Page 12: Retention sump not shown on plans. Response: Retention sumps are included on the revised grading plans and are located downstream of the 3 loading dock trench drains .. 'Proposed curb inlets and catch basins will act as retention sumps, where bottom elevations of the concrete box's will be set low enough to allow the first 50-gallons of runoff into the box to remain. Details are provided on the grading plans. Comment #5 on Page 14: "Recommend Smart Sponges provided on all inlets. There is a potential for all buildings to have restaurants as tenants in the development. Therefore all areas of the site should treat bacteria as a potential pollutant." Response: As discussed in the meeting with the City of Carlsbad and RBF plan checkers on October 30, 2007 Smart Sponges will only be required on the patio catch basin drains as specified on the current plans. In the event another food preparation tenant moves into a facility without Smart Sponge treatment the situation will be dealt with during occupancy of the facility. Comment #6 on Page 8: "Exceeds ma;ximum treatment capacity per Fax sheet in Appendix 4." Response: Selected treatment devices were specifically sized by Jensen Precast Concrete for our Project. The capacity values in question are preliminary recommendations from the manufacturer prior to numerical sizing by their engineers. To avoid confusion the sheet indicating these values has been removed from the report and only the Project specific calculations are included. Comment #7 on Appendix 4: "Permeable pavements not shown on plans, provide design information and sizing calculations if used." Response: There are no permeable pavements proposed for the project arid any reference to permeable pavement in the SWMP is for discussion of BMP options or standard education documents created by the governing municipalities, referenced for informational purposes only. These documents are not specific to the Bressi Commercial Project. P:13219IENGRIREPORTSISWMP\3219Response to comments20071030.doc I I I I I I I I I I I I I I I I I I I Bressi Commercial SWMP October 30, 2007 Page 3 Comment #8 on Appendix 4: "General Note: Please provide Smart Sponge iIlter inlet design calculations and speciiIcations showing treatment capacities for bacteria." Response: Smart Sponge capacities and specifications are now provided m Appendix 4 of the SWMP. Comment #9 on Appendix 4: "Provided calculations, location, and sizing calcs for retention sumps associated with trench drains, speciiIcations, and manufacturer sheets." Response: Sizing calculations and specifications are now included in Appendix 4 of theSWMP. Comment #10 on Appendix 4: "No bioswale information design calculations, Specs, sizing." Response: As discussed in the meeting with the City of Carlsbad and RBF plan checkers on October 30, 2007 bioswales and landscaped detention basins are only intended as LID features and are not sized for treatment of flows from the Proj ect. These devices will provide treatment of flows, however, the main objective of these features is to incorporate permeable surfaces between impermeable surface features and the underground storm drain system. Comment #11 on Appendix 4: "Jensen Interceptor calculations provided for only 5000 model. Please provide for 1200 model. Unit appears to be undersized as 1.7 cfs exceeds 1.06 max capacity per design sheet." Response: Drainage calculations provided by the manufacturer have been updated to more clearly defme the calculations and sizing criteria utilized in the selection of the Jensen Precast Concrete treatment BMPs. Comment #12 in Appendix 4: "Max capacity exceeded." Response: Please see response to Comment 6. Conflicting preliminary cap<;tcity information has been removed from the SWMP. Comment #13 in Appendix 4: "Not sure which interceptor this is supposed to be." Response: Please see response to Comment 11. Comment #14 in Appendix 4: "Missing explanation?" Response: Please see response to Comment 11. P:\3219\ENGR\REPORTSISWMP\3219Response to comments20071030.doc I I I I I I I I I I I I I I I I I I I Bressi Commercial SWMP October 30, 2007 Page 4 Comment #15 in Appendix 4: "For which model? Same as previous sheet? Except intensity changed?" Response: Please see response to Comment 11 Comment #16 in Appendix 4: "Where are sizing calcs?" Response: Please see response to Comment 10. Landscaped drainage basins are only intended to function as LID features and as such no sizing calculations are provided in the SWMP. TPis is to avoid any confusion as to the intention of the swales and the landscaped drainage basins. Comment #17 in Appendix 4: "Need to provide sediment trap pretreatment for infiltrations." Response: As discussed in the meeting with the City of Carlsbad and RBF plan checkers on October 30, 2007 first flush flows into the landscaped drainage basins are intended to enter the storm drain system after percolating through the planter media. Sediment is intended to be removed in the top layers of landscaped basins media, which in turn will have to be replaced periodically as part of the typical landscape maintenance. . Comment #18 in Appendix 4: "Not specified where on plans." Response: Please see response to Comment 4. Retention sumps are D,OW clearly labeled on the grading plans. Comme.nt #19 in Appendix 6: "How do you check or inspect these?" Response: Reduction of impervious surfaces is verification that the landscaped areas are maintained and free of excessive debris or other materials that would limit the permeability of the surface. Conservation of natural areas and minimization of directly connected areas is similar to reduction of impervious surfaces. Protection of slopes is verified by visual inspection of the slope ensuring that no scour or slumping of the slope exists. Maintenance will involve typical landscape duties associated with maintaining the vegetated cover and any other scour preventative measures. Specific site design features requiring maintenance such as the swales and the landscaped drainage basins have been correctly located in the site design section of Table 1. Comment #20 in Appendix 6: "Inspection maintenance frequency?" P:\3219\ENGRIREPORTS\SWMP\3219Response to comments20071030.doc I I I I I I I I I I I I I I' I I I I I Bressi Commercial SWMP October 30, 2007 Page 5 Response: Inspection and maintenance frequency for the treatment BMPs have been updated to reflect the responsibilities for the BMPs. Vegetated sWales and landscaped drainage basins have been removed from the treatment BMPs and correctly located in the site design section of Table 1. P;13219IENGR\REPORTS\sWMP13219Response to comments20071030.doc I I I I I I I I I I I I I I I I I I I 1. 2. 3. 4. 5. 6. TABLE OF CONTENTS INTRODUCTION ............................................................................................................... 1 PROJECT DESCRIPTION .................................................................................................. 2 POLLUTANTS AND CONDITIONS OF CONCERN ..................................................... .3 Anticipated and Potential Pollutants from the Project Area ............................................... .3 Pollutants of Concern in Receiving Waters ........................................................................ .3 Beneficial Uses ........................................................................................................ 4 Impaired Water Bodies ............................................................................................ 5 Watershed Pollutants of Concern ............................................................................. 6 Conditions of Concern ......................................................................................................... 6 STORM WATER BEST MANAGEMENT PRACTICES ................................................. 9 Site Design BMPs .......................................................................................................... , ...... 9 Source Control BMPs ........................................................................................................ 10 Project-Specific BMPs ....................................................................................... · ................ 11 Structural Treatment BMPs ............................................................................................... 12 Selected Treatment BMP(s) ......... ; ..................................................................................... 13 BMP Plan Assumptions ..................................................................................................... 14 PROJECT BMP PLAN IMPLEMENTATION .................. : .............................. : ............... 16 Construction BMPs ............................................................................................................ 16 Recommended Post-Construction BMP Plan .................................................................... 16 Operation and Maintenance Plans ..................................................................................... 18 PROJECT BMP COSTS AND FUNDING SOURCES .................................................... 19 ii I I I I I I I I I I I I I I I I I I I TABLES Table 1. Anticipated and Potential Pollutants Generated by Land Use Type ................................... 3 Table 2. Beneficial Uses for Inland Surface Waters ....................................................................... .4 Table 3. Beneficial Uses for Groundwater ...................................................................................... 4 Table 4. Structural Treatment Control BMP Selection Matrix ...................................................... 13 Table 5. BMP Design Criteria ................................................................................. .-..................... 15 . Table 6. Post-Construction BMP Summary ................................................................................... 17 Table 7. BMP Costs ...................................................................................................................... 19 APPENDICES 1. Storm Water Requirements Applicability Checklist 2. Project Maps 3. Drainage Calculations 4. Supplemental BMP Information 5. Discussion of Feasible Treatment BMP Options 6. Operation and Maintenance Plan 7. References iii I I I I I I ·1 I I I I I I I I I I I I 1. INTRODUCTION As part of the Tentative Map Phase of development, this Water Quality Technical Report (WQTR) was prepared to define recommended project Best Management Practice (BMP) options that satisfy the requirements identified in the following documents: • City of Carlsbad Standard Urban Storm Water Mitigation Plan, Storm Water Standards, • County of San Diego Watershed Protection, Storm Water Management and Discharge Control Ordinance (County Ordinance 9589), • Standard Specifications for Public Works Construction, • San Diego Regional NPDES Storm Water Permit (Order Number 2001-01, NPDES Number CAS0108758), and • NPDES General Permit for Storm Water Discharges Associated with Construction Activity Water Quality Order 99-08-DWQ. Specifically, this report includes the following: • Project description and location with respect to the Water Quality Control Plan for the San Diego Basin (Basin Plan); • BMP design criteria and water quality treatment calculations; • Selected BMP options for the project; • BMP device information for the selected BMP options; and • Operation, maintenance, and funding for the selected BMPs. WQTR-document-CARLSBAD.DOC - 1 - I I I I I I I I I I I I I I I I I I I 2. PROJECT DESCRIPTION This SWMP is provided for Bressi Ranch Planning Area 15. The project is located to the east of Interstate 5 and to the west ofInterstate 15, and is bounded on the north by Gateway road, on the east by EI Fuerte Street, on the south by Gardenlane Way and on the west by an affordable housing development. The vicinity and site maps are available in Appendix 2. The total project site consists of 13.7 acres. A 1.9 acres lot west of Finnila Place is to be developed to accommodate two commercial buildings (approximate~y 17,000 square feet total), including surface parkIDg, all associated utilities, hardscaping, and landscaping. Additionally, 9.75 acres east of Finnila Place are to be developed to accommodate 9 commercial buildings (approximately 105,800 square feet total), including, surface parking, all associated utilities, hardscaping, and landscaping. The remainder of the site is to remain as graded slopes. Currently the site exists in a graded bare soil condition. Brow ditches are present around much of the site, designed to convey flows to desilting ba~ins. Steep slopes are present around the eastern boundary of the Project site. WQTR-document-CARLSBAD.DOC -2- I I I I I I I I I I I I I I I 3. POLLUTANTS AND CONDITIONS OF CONCERN Anticipated and Potential Pollutants from the Project Area Based on land use, potential pollutants from the site under existing conditions include sediment, nutrirents, and trash and debris. Anticipated pollutants from the site under proposed conditions include bacteria and viruses, sediment, nutrients, trash and debris, organic compounds, oil and grease, pesticides, oxygen demanding substances, and heavy metals. TABLE 1. ANTICIPATED AND POTENTIAL POLLUTANTS GENERATED BY LAND USE TYPE General Pollutant Categodes Project Trash Oxygen Bacteria Heavy Organic Oil & Categories Sediment Nutrients Metals Compounds & Demanding Grease & Pesticides Debris Substances Viruses Commercial Development P(l) pel) P(2) X peS) X P(3) P(5) Restaurants X X X X Steep Hillside X X X X X X Development Parking Lots P(l) pel) X X pel) X P(l) Roadways X P(l) X X(4) X peS) X Notes for Table 1: (1) A potential pollutant iflandscaping exists onsite. X = Anticipated Pollutant (2) A potential pollutant if the project includes uncovered parking areas. P = Potential Pollutant (3) A potential pollutant ifland use involves food or animal waste products. (4) Including petroleum hydrocarbons (5) Including ~olvents Source: "Table 2. Anticipated and Potential Pollutants Generated by Land Use Type," Gity of Carlsbad, Public Works Department, Standard Urban Stonn Water Mitigation Plan, Stonn Water Standards, A Manual for Construction & Pennanent Stonn Water Best Management Practices Requirements, April 2003, pg. 12 Pollutants of Concern in Receiving Waters The Bressi Ranch Planning Area 15 Project is located in the Carlsbad Watershed (Hydrologic I Unit 904) and is tributary to San Marcos Creek. 1 The sections below provide the beneficial uses and identification of impaired water bodies within the project's hydrologic area. I I I 1 Water Quality Control Plan for the San Diego Basin, San Diego Regional Water Quality Control Board WQTR-docwnent-CARLSBAD,DOC -3- I I I I I I I I I I I I I I I I I I I Beneficial Uses Th~ beneficial uses of the inland surface waters and the groundwater basins must not be threatened by the project. Tables 2 and 3 list the beneficial uses for the surface waters and groundwater within the project's hydrologic area. TABLE 2. BENEFICIAL USES FOR INLAND SURFACE WATERS 111!~lj~~i;il~;i;l~i~illlllll San Marcos Creek + E E E N NNE N N N NNE N TABLE 3. BENEFICIAL USES FOR GROUNDWATER 904.51 + Existing Existing Source: Water Quality Control Plan for the San Diego Basin, San Diego Regional Water Quality Control Board Notes for Tables 2 and 3: +: Exempt from use E: Existing beneficial use P: Potential beneficial use N: Not a beneficial use MUN -Mtinicipal and Domestic Supply: Includes use of water for community, military, or individual water supply systems including, but not limited to, drinking water supply. . IND -Industrial Services Supply: Includes use of water for industrial activities that do not depend priro.a.rily on water quality including, but not limited to, mining, cooling water supply, hydraulic conveYance, gravel washing, fire protection, or oil well re-pressurization. RECI -Contact Recreation: Includes use of water for recreational activities involving body contact with water where ingestion of water is reasonably possible. These uses include, but are not limited to, swimming, wading, water-skiing, skin and SCUBA diving, surfing, white water activities, fishing, or use of natural hOt springs. REC2 -Non-Contact Recreation: Includes use of water for recreation involving proximity to water, but not normally involving body contact with water where ingestion of water is reasonably possible. These uses include, but are not limited to, picnicking, sunbathing, hiking, camping, boating, tide pool and marine life study, hunting, sightseeing, or aesthetic enjoyment in conjunction with the above activities. COMM -Commercial and Sport Fishing: Includes the uses of water for commercial or recreational collection of fish, shellfish, or other organisms including, but not limited to, uses involving organisms intended for human consumption or bait purposes. WQTR-document-CARLSBAD.DOC -4- I I I I I I I I I I I I I I I I I I I BIOL -Preservation of Biological Habitats of Special Significance: Includes uses of water that support designated areas or habitats, such as established refuges, parks, sanctuaries, ecological reserves, or Areas of Special Biological Significance (ASBS), where the preservation or enhancement of natural resources requires special protection. EST -Estuarine Habitat: Includes uses of water that support estuarine ecosystems including, but not limited to, preservation or enhancement of estuarine habitats, vegetation, fish, shellfish, or wildlife (e.g., estuarine mammals, waterfowl, shorebirds). WILD -Wildlife Habitat: Includes uses of water that support terrestrial ecosystems including but not limited to, preservation and enhancement of terrestrial habitats, vegetation, wildlife, (e.g., mammals, birds, reptiles, amphibians, invertebrates), or wildlife and food sources. RARE -Rare, Threatened, or Endangered Species: Includes uses of water that support habitats necessary, at least in part, for the survival and successful maintenance of plant or animal species established under state or federal law as rare, threatened or endangered. MAR -Marine Habitat: Includes uses ofwater that support marine ecosystems including, but not limited to, preservation or enhancement of marine habitats, vegetation such as kelp, fish, shellfish, or wildlife (e.g., marine manuilals, shorebirds). AQUA -Aquaculture: Includes the uses of water for aquaCUlture or mariculture operations 'including, but not limited to, propagation, cultivation, maintenance, or harvesting of aquatic plants and animals for human consumption or bait purposes. ' MIGR -Migration of Aquatic Organisms: Includes uses of water that support habitats necessary for migration, acclimatization between fresh and salt water, or other temporary activities by aquatic organisms, such as anadromous fish. SPWN -Spawning, Reproduction, andlor Early Development: Includes uses of water that support high quality aquatic habitats suitable for reproduction and early development offish. This use is applicable only for the protection of anadromous fish. WARM -Warm Freshwater Habitat: Includes uses of water that support warm water ecosystems including, but not limited to, preservation or enhancement of aquatic habitats, vegetation, fish or wildlife, including iIivertebrates. SHELL -Shellfish Harvesting: Includes uses of water that support habitats suitable for the ~ollection offilter- feeding shellfish (e.g., clams, oysters and mussels) for human consumption, commercial, or 'sport purposes. AGR -Agricultural Supply: Includes use of water for farming, horticulture, or ranching including, but not limited to, irrigation, stock watering, or support of vegetation for range grazing. Impaired Water Bodies Section 303(d) of the Federal Clean Water Act (CWA, 33 USC 1250, et seq., at 1313(d)), requires States to identify and list waters that do not meet water quality standards after applying certain required technology-based effluent limits (impaired water bodies). The list is known as the Section 303(d) list of impaired waters. The proposed project is not directly tributary to a 303(d) listed water body. The closest impaired water body is the Pacific Ocean Shoreline, San Marcos Creek, which is 303(d) listed for bacteria. In addition to the Section 303( d) list of impaired waters, the State of California also identifies waters of concern that may be included on the 303(d) list in the very near future. These waters WQTR-document-CARLSBAD.DOC - 5 - I I I I I I I I I I I I I I I I I I I have some indications that they are impaired, but there is currently insufficient data to meet the requirements for inclusion on the 303(d) list of impaired waters. This list is known as the Monitoring List (2002). The proposed project is not directly tributary to a Monitoring List· (2002) water body. The closest Monitoring List (2002) water body is the Encinitas Creek, which is listed for Diazinon, eutrophic, and malathion. Watershed Pollutants of Concern The proposed project is located within the Carlsbad Watershed. According to the Carlsbad Hydrologic Unit Watershed Urban Runoff Managenient Program dated January 2007, the high priority pollutants of concern for the Watershed are sediment and bacteria. Secondary constituents of concern for the watershed are nutrients, pestecides, total dissolved solids, and trash. Project pollutants of concern are discussed in Project Specific BMPs section of this report. Conditions of Concern A drainage study was conducted by a California Registered Civil Engineer (RCE) to identify the conditions of concern for this project. The drainage calculations are available in Appendix 3. Following is the summary offindings from the study: WQTR-document-CARLSBAD.DOC -6- I I I I I I. I I I I I I I I I I I I I • Drainage Patterns: In existing conditions runoff generated from the lot located on the west side of Finnila Place sheet flows to a desilting basin on the southwest corner of the site where it is conveyed into the backbone storm drain system in Town Garden Road. Runoff generated from portions of the vacant lots immediately east of Finnila Place and Village Square/Town Green drain similarly into the backbone storm drain system in Town Garden Road. Finnila Place runoff is collected in curb and gutter where it is discharged into the backbone storm drain system in Town Garden Road via curb inlets. Drainage of the remainder of the eastern corner of PAl5 is facilitated by brow ditches conveying runoff into a desilting basin where it then discharges into the backbone storm drain system in EI Fuerte Street. Slopes around the perimeter of the Project site sheet flow into the surrounding public street curb and gutter. See Exhibit B in Appendix 2 for a hydrology map of existing conditions. • Site development will generally maintain existing drainage patterns, with the exception of redirection of all runoff east of Finnila Place and Village Square/Town Green, into the EI Fuerte Street backbone system. Lots west of Finnila Place will consist of building downdrains discharging to parking lots, where a large portion of flow is directed towards swales, then captured by inlets for the on-site private storm drain system. A smaller portion of rainfall sheet flows across parking areas to private storm drain inlets. All flows then travel through a structural BMP for treatment before discharging into the local MS4 in Town Garden Road. Flows in the backbone are conveyed to a regional CDS unit and detention facility. Runoff east of Finnila Place from buildings will be collected in downspouts where it will discharge into parking lots, with the majority sheet flowing into swales and then private storm drain inlets. Runoff generated from the onsite Town Garden Road will be conveyed in curb and gutter to depressed landscaped drainage basins prior to discharging into the private storm drain system. All storm drain flows are then conveyed through a nutrient separating structural BMP for water quality and then into oversized detention storm drain pipes for peak flow attenuation. Oversized storm drain pipe detention is discussed in detail in the Bressi Ranch Planning Ar.ea 15 Drainage Report published under a separate cover. Detained flows then discharge into the local WQTR-document-CARLSBAD:DOC -7 - I I I I I I I I I I I I I I I I I I I MS4 in EI Fuerte Street, where they are conveyed to a regional CDS unit and detention facility. See Exhibit C for a on-site proposed condition hydrology map. • Soil Conditions and Imperviousness: The project area consists of soil group D. Under existing conditions, the project area is 5% impervious and the runoff coefficient is 0.41. Under the proposed conditions, the project area will be a maximum of 95% impervious and the overall runoff coefficient is expected to be 0.87. • Rainfall Runoff Characteristics: Under the proposed conditions, the site will generate a stormwater runoff peak flow rate of approximately 24.8 cfs (2-year storm) and 33.8 cfs (lO-year storm). • Downstream Conditions: There is no expected adverse impact on downstream conditions. Increase in runoff from development of the Project site east of Finnila Place will be reduced to backbone design levels by on-site underground detention. Flows from the Project site west of Finnila Place are below backbone design" and as such were anticipated in the Bressi master drainage plan. Additionally, regional detention facilities are located downstream of the project, designed to attenuate backbone peak flows. WQTR"document-CARLSBAD.DOC -8- I I I I I I I I I I I I I I I I I I I 4. STORM WATER BEST MANAGEMENT PRACTICES The 'City Storm Water Standards Manual (Section III.2) requires the implementation of applicable site design, source control, priority project requirements, and treatment control BMPs. Site Design BMPs The project addresses the site design BMPs required by the City Storm Water Standards (III.2.A) as follows: • Maintain Pre-Development Rainfall Runoff Characteristics o Minimize impervious footprint -Streets, sidewalks, and parking lot aisles will be constructed to the minimum widths necessary, without compromising public safety. -The proposed development includes planters where feasible and strips of turf areas on the borders of the project to reduce project imperviousness. o Conserve natural areas -Development has been concentrated or clustered on the least environmentally sensitive portions of the site. No construction will be completed on steep slopes. o Minimize directly connected impervious areas -To the maximum extent practicable, drainage from rooftops and impervious areas will be discharge into landscaping prior to reaching the storm drain . system. o Maximize canopy interception and water conservation, consistent with the Carlsbad Landscape Manual WQTR-document-CARLSBAD.DOC -9- I I I I I I I I I I I I I I I I I I I -To the maximum extent practicable, native and drought-tolerant trees and large shrubs shall be planted instead of non-drought tolerant exotics. • Protect Slopes and Channels o Runoff will be conveyed safely away from the tops of slopes. Source Control BMPs The project addresses the source control BMPs required by the City Storm Water Standards (III.2.B) as follows: • Design Trash Storage Areas to Reduce Pollution Introduction o Trash storage areas shall be paved with an impervious surface, designed not to allow run-on from adjoining areas, screened or walled to prevent off-site transport of trash, and located in a covered area to prevent direct precipitation. • Provide Storm Water Conveyance System Stenciling and Signage o All storm water conveyance system inlets and catch basins within the proj ect area shall be labeled, stamped, or stenciled with prohibitive language (such as: '.'NQ DUMPING - I LNE DOWNSTREAM") and graphical icons to discourage illegal dumping, as approved by the City of Carlsbad and to the satisfaction of the City Engineer. o Signs and prohibitive language and/or graphical icons, which prohibit illegal dumping, will be posted at public access points along channels, creeks, trailheads, and parks within the project area. • Use Efficient Irrigation Systems and Landscape Design o Rain shutoff devices shall be employed to prevent irrigation during precipitation, consistent with the Carlsb~d Landscape Manual. WQTR-document-CARLSBAD.DOC -10- I I I I I I I I I I I I I I I I I I I o Irrigation systems shall be designed to each land,scape. area's specific water requirements, consistent with the Carlsbad Landscape Manual. . 0 Flow reducers and shutoff valves triggered by pressure drop will be used to control water loss from broken sprinkler heads or lines. • Employ Integrated Pest Management Principles o The need for pesticide use shall be reduced to the maximum extent practicable by including pest-resistant or well-adapted native plant varieties and by distributing Integrated Pest Management (IPM) education materials to future site tenants. o Tenants and groundskeepers will be educated on pest management prfuciples. o Only professional pest controllers will be used for the application of pesticides. Materials on how to control pests using non-toxic methods will be made available to maintenance personnel. • Additional Source Control BMPs o Storm Water Education -Educational materials on storm water issues and simple ways to prevent storm water pollution will be made available to employees working in the commercial development. Employees will be educated on general issues of storm water pollution prevention through the Public Participation and Outreach Programs operated by the City of Carlsbad and County of San Diego. Project-Specific BMPs The City Storm Water Standards Manual requires speCific BMPs if the project includes private roads, residential driveways and guest parking, dock areas, maintenance bays-, vehicle and equipment wash areas, outdoor processing areas, surface parking areas, non-retail fueling areas, WQTR-documeut-CARLSBAD.D9C -11 - I I I I I .1 I I I I I I I I I I I I I or steep hillside landscaping. The Bressi Ranch Planning Area 15 Project includes surface parking areas and dock areas, which require project-specific BMPs. The City Stonn Water Standards Manual lists two options for surface parking and one option for dock areas. In order to meet these requirements the Bressi Ranch Planning Area 15 Project incorporates parking lot drainage entering swales or landscaped drainage basins before entering private stonn drain inlets. Per direction from the City of Carlsbad, approximately 50% of the impervious Project area will be conveyed through penneable areas before discharging to stonn drain. A detail of the landscaped drainage basins is included in Appendix 4. Additionally, all loading dock drainage will be collected in trench drains and routed through a retention sump prior to entering private stonn drain. A retention sump is located immediately downstream of the trench' drams to retain the first 50-gallons of fluid entering the sump. Retention sumps are similar to either a curb inlet .. or catch basin inlet with the only difference being pipe invert elevations are set above the box floor so that 50 gallons of fluid is retained in the box prior to discharge into the stonn drain system. Locations of the retention sumps are provided on Exhibit C. Details and sizing calculations for the retention sumps are presented in Appendix 4. Regular maintenance of the sumps, as described in Appendix 6, will ensure that spills and any loading dock generated runoff will not remain in the sump. These design features are accompanied by treatment BMPs, treating flows for the entire developed site. Landscaped drainage basins and swales are intended to function only as LID features and as such are not sized as a treatment BMPs, even though these features will aid in treatment of stonn water runoff. Structural Treatment BMPs The selection of structural treatment BMP options is determined by the target pollutants, removal efficiencies, expected flows, and space availability. Table 4 is a selection matrix for structural treatment BMPs based on target pollutants and removal efficiencies. Taking into account the Watershed pollutants of concern, the proximity of the impaired water bodies, and the potential pollutants from the proposed development, the target. pollutants for this project in order of general priority are bacteria, pesticides, sediment and attached pollutants. Since no ~eatment control BMPs provides adequate removal efficiency for pesticides, the treatment BMP selection will be based on the remaining target pollutants. Source control BMPs WQTR-document-CARLSBAD.DOC -12- I I I I I I I I I I I I I I I 1 I I· will provide additional pollutant removal for the bacteria and pesticides in conjunction with the treatment control BMPs selected. Therefore, based on the typical removal efficiencies of the remaining target pollutants, the treatment BMP options to consider include biofilters, detention basins, infiltration basins, wet ponds, filtration, and hydrodynamic separators. Appendix 5 discusses in detail all of the treatment BMP options considered for the Project. TABLE 4. STRUCTURAL TREATMENT CONTROL BMP SELECTION MATRIX Treatment Control BMP Categories 'Pollutant of Detention Infiltration Wet Drainage Hydrodynamic Concern Biofilters Ponds or Filtration Separator Basins Basins (1) Wetlands Inserts Systems (2) Sediment M H H H L H M Nutrients L M M M L M L Heavy M M M H L H L Metals Organic U U U U L M L Compounds Trash & Debris L H U U M H M - Oxygen Demanding L M M M L M L Substances Bacteria U U H U L M L Oil & Grease M M U U L H L Pesticides U U U U L U L Notes for Table 4: L: Low removal efficiency (1) Including trenches and porous pavement M: Medium removal efficiency (2) Also known as hydrodynamic devices and baffle boxes H: High removal efficiency U: Unknown removal efficiency Source: "Table 4. Structural Treatment Control BMP Selection Matrix," City of Carlsbad, Public Works Department, Standard Urban Storm Water Mitigation Plan, Storm Water Standards, A Manual for Construction & Permanent Storm Water Best Management Practices Requirements, April 2003, pg. 21 Selected Treatment BMP(s) Due to soil conditions, site layout, drainage limitations, vicinity of steep slopes, and removal efficiencies; hydrodynamic separators and filtration are the feasible options for this project. The WQTR-document-CARLSBAD.DOC -13 - I I I I I I I I I I I I I I I I I I I Owner, Developer, and Project Team have selected to use Jensen Precast Stonnwater Interceptors to treat all site runoff and Smart Sponge inlet inserts or equivalent to treat runoff from outdoor food service areas. Jensen Stonnwater Interceptors were selected for their high removal efficiencies of sediment as well as hydrocarbon removal facilitated by more than just oil booms, refer to Appendix 4 for removal efficiency calculations and studies. Smart Sponge inlet inserts were selected for their bacteria removal capability. Location and sizing of Smart Sponge inlet inserts is based on the type of commercial tenants and identification of any potential bacteria polluted runoff, typically associated with outdoor food service areas. See Appendix 4 for additional treatment BMP infonnation. BMP Plan Assumptions The following assumptions were made in calculating the required BMP sizes: • Only flows generated onsite will be treated. All off site flow treatment will be the responsibility of the upstream owners. • All runoff in contact with food service areas will be treated by a Smart Sponge inlet insert or equivalent. • A runoff coefficient, 'C' value, of 0.87 was used in the runoff calculations for the project area. • BMP Design Constraints • Locate outside public right-of-way • Facilitate access for maintenance • Avoid utility conflicts Table 5 summarizes the criteria that were implemented in the design of the recommended project BMPs. Smart Sponge drainage basins are labeled on the BMP Exhibit in this report. WQTR-document-CARLSBAD.DOC. -14- I I I I I I I I I I I I I I I I I I I C = runoff coefficient I = water quality treatment intensity A=acreage Flow-based: Q=CIA C = runoff coefficient I ~ water quality treatment intensity A= acreage Flow-based: Q=CIA C = runoff coefficient I = water quality treatment intensity A=acreage Flow-based: Q=CIA C = runoff coefficient I = water quality treatment intensity A=acreage Flow-based: Q=CIA TABLE 5. BMP DESIGN CRITERIA Jensen Precast Stormwater Interceptor (JPHV-II 5000) or similar Jensen Precast StormwaterInterceptor (JPHV-II 1200) or similar Abtech Smart Sponge Ultra Urban Filter -Model DI1414-H (Smart Sponge Basin 1) Abtech Smart Sponge Ultra Urban Filter Model DI1414-H (Smart Sponge Basin 2) -15 - '1.7 cfs 0.3 cfs· 0.39 cfs 0.39 cfs C = 0.87 I = 0.2 inlhour A = 9.75 acres Q = 1.7 cfs C = 0.87 J = 0.2 inlhour A= 1.9 acres Q = 0.3 cfs C= 0.87 I = 0.2 inlhour A=0.17 Q = 0.03 cfs C=0.87 I = 0.2 inlhour A=0.05 Q = O.Ql cfs WQTR-document-CARLSBAD,DOC I I I I I I I I I I I I I I I I I I I 5. PROJECT BMP PLAN IMPLEMENTATION This section identifies the recommended BMP options that meet the applicable storm water and water quality ordinance requirements. This includes incorporating BMPs to minimize and mitigate for runoff contamination and volume from the site. The plan was developed per the proposed roadway and lot layout/density associated with the site. Construction BMPs During construction, BMPs such as de silting basins, silt fences, sand bags, gravel bags, fiber rolls, and other erosion control measures may be employed consistent with the NPDES Storm Water Pollution Prevention Plan (SWPPP). The objectives of the SWPPP are to: . • Identify all pollutant sources, including sources of sediment that may affect the water quality of storm water discharges associated with construction activity from the construction site; • . Identify non-storm water discharges; • Identify, construct, implement in accordance with a time schedule? and maintain BMPs to reduce or eliminate pollutants in storm water discharges and authorized non-storm water discharges from the construction site during construction; and • Develop a maintenance schedule for BMPs installed during construction designed to reduce or eliminate pollutants after construction is completed (post-construction BMPs). Recommended Post-Construction BMP Plan PDC has identified a recommended water quality BMP plan for the Bressi Ranch Planning Area 15 Project. The following BMP plan is preliminary and is subject to change pending City review and implementation of future policy requirements, and fmal engineering design. WQTR-document-CARLSBAD.DOC -16- I I I The recommended post-construction BMP plan includes site design, source control, and treatment BMPs. The site design BMP optio'!s include reduction of impervious surfaces, conserve natural areas, and protection of slopes. The source control BMPs include inlet I stenciling and signage, covered trash storage, efficient irrigation, storm water education, and integrated pest management principles. The treatment BMPs selectedfor this project are Jensen I Precast Stormwater Interceptor or similar in conjunction with isolated Smqrt Sponge inlet inserts or similar. I I I I I I I I I I I I I I . Pollutant Sediment and Nutrients Trash and Debris Pesticides Oxygen demanding substances Bacteria and Viruses Heavy metals Oil and grease Organic compounds TABLE 6. POST-CONSTRUCTION BMP SUMMARY Pollutant Sources Mitigation Measures Reduction of impervious surfaces, minimization of directly connected impervious areas, protection of Landscaped areas, slopes and channels rooftops, general use, Inlet stenciling and signage, covefed trash storage, trash storage areas, efficient irrigation, storm water education, private parking/driveways roadway drainage diversion/treatment Jensen Precast Stormwater Interceptor or similar and Smart Sponge inlet inserts or similar Reduction of impervious surfaces, minimization of directly connected impervious areas, protection of slopes and channels Landscaped areas, Efficient irrigation, storm water education, general use integrated pest management principles Jensen Precast Stormwater Interceptor or similar and Smart Sponge inlet inserts or similar General use, trash Covered trash storage, storm water education storage areas Reduction of impervious surfaces, minimization of directly connected impervious areas Parking! driveways Inlet stenciling and sigriage, storm water education, private roadway dra~age diversion/treatJ;nent Jensen Precast Stormwater Interceptor or similar and Smart Sponge inlet inserts or similar WQTR-docwnent-CARLSBAD.DOC -17 - I I I I I I I I I I I I I I I I I I I Operation and Maintenance Plans The City Municipal Code requires a description of the long-term maintenance requirements of proposed BMPs and a description of the mechanism that will ensure ongoing long-term maintenance. Operation and maintenance plans for the recommended post-construction BMP for this project are located in Appendix 4. The Project BMP costs and the maintenance funding sources are provided in the following section. WQTR-document-CARLSBAD.DOC -18 - I I I I I I I I I I I I I I I I I I I 6. PROJECT BMP COSTS AND FUNDING SOURCES Table 11 below provides the anticipated capital and annual maintenance costs for the selected BMPs. Jensen Precast Stormwater Interceptor (JPHV-II 5000) or similar Jensen Precast Stormwater Interceptor (JPHV-II 1200) or similar Smart Sponge Ultra Urban Filter TABLE 7. BMP COSTS $30,000 $25,000 $1,600 $1,000 $1,000 $7,000 The Developer will incur the capital cost for the BMP installation. The responsible party for long-term maintenance and funding is the Property Management Company for Bressi Ranch Planning Area 15. WQTR-document-CARLSBAD.Dot -19- I I I I I I I I I I I I I I I I I I I APPENDIXl Storm Water Requirements Applicability Checklist ·1 I I I I I I I I I I I I I I I I I I storm Water Standards 4/03/03 ;:J~g~:~~2.9,~§~~·:'~R~f~-#~N.G:E,~~,;} --'-, .. -: 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 reqLiirements. 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-t'Yes,''-' y:-;Co=u"""r"-'p=r=o:-:-;ie'-':c=t-:'ls~sC;-;u~bJ~e:-=.tctto 1l'ie "PriOrity Project Permanent Storm Water BMP· Requirements," and "Standard Permanent Storm Water BMP Requirements" in Section '111, "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 -Yes No categories?* 1. Detached residential development of 10 or more units of 2. Attached residential development of 10 or more units .f 3. Commercial development greater than 100,000 square feet .f 4. Automotive repair shop .f 5. Restaurant .f 6. Steep hillside development greater than 5,000 s_quare feet .f 7. Project discharging to receivinR waters within Environmentally Sensitive Areas . . . .f B. Parking lots greater than or equal to 5,000 if or with at least .15 parking spaces, and .f potentially exposed to urban runoff 9. Streets, roads, highways, and freeways which would create a new pa:ved surface that is .f 5,000 square feet or greater * 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 i~ Part A is met. If all answers to Part A are "No", continue to Part B. 30 I I I I I I I I I I I I I I' I I I I I Storm Water Standards 4/03/03 PrtBOt St d d P a . e ermine an ar . Does the project propose: ermanen t St orm Wt R a er t eqUiremen s. 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 100 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 A0l:1seA01e -waste? 9. Any QradinQ or Qround disturbance during construction? 10. Any new storm drains, or alteration to existing storm drains? Yes No .f .f .f .f .f .f , .f .f .f . .f *To find out if your project is reqUired to obtain an individual General NPDES Pemiit for Storm Water Discharges Associated with Industrial Activities, visit the State Water Resources Control Board'web site at, www.swrcb.ca.gov/stormwtr/industrial.html Section 2. Construction Storm Water BMP Requirements: If the answer to question 1 of Part C is answered "Yes," your project is subject to Section IV, "Construction Storm Water BMP Performance Standards," and must prepare a Storm Water Pollution Prevention Plan (SWPPP). If the answer to question 1 is "No," but the answer to any of the remaining questions is "Yes," your project is subject to Section IV, "Construction Storm Water BMP Performance Standards," and must prepare a Water Pollution Control Plan (WPCP). If every question in Part C is answered "No," your project is exempt from any construction storm water BMP requirements. If any of the answers to the questions in Part C are ''Yes,'' complete the construction site prioritization in Part 0, below. PrtC Ot C t t" Ph St W t R t a . e ermine ons ruc Ion ase orm a er eqUiremen s. . Would the project meet any of these criteria during construction? Yes No 1. Is the project subject to California's statewide General NPDES Permit for Storm Water .f Discharges Associ.ated With Construction Activities? 2. Does the project propose grading or soil disturbance? .f 3. Would storm water or urban runoff have the potential to contact any portion of the .f construction area, includingwashing 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 .f stucco)? 31 I I I I I I Storm Water Standards 4/03/03 Part D: Determine Construction Site Priority In accordance with the Municipal Permit, each construction site with construction storm water BMP requirements must be designated with a priority: high, medium or low. This prioritization must be completed with this form, noted on the plans; and.included in the SWPPP or WPCP. Indicate the project's priority in one of the check boxes. using the criteria below, and existing and surrounding conditions of the project, the type of activities necessary to complete the construction and any other extenuating circumstances that may pose a threat to water quality. The City reserves the right to adjust the priority of the projects both before and during construction. [Note: The construction priority does NOT change construction BMP requirements that apply to projects; all construction BMP requirements must be identified on a case-by-case basis. The construction priority does affect the frequency of inspections that will be conducted by City staff. See Section IV.1 for more details on construction BMP ---------..requirements.J---· I I I I I I I I I I I I I IZ) 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 o 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 (Le., 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 (NOls) and SWPPPs are not required. o C) Low Priority 1) Capital Projects where minimal to no grading occurs, such as signal light and loop installations, street light installations, etc. 2) Permit projects in the public right-of-way where minimal to no grading occurs, such as pedestrian ramps, driveway additions, small retaining walls, etc. 3) Permit projects on private property where grading permits are not required, such as small retaining walls, single-family homes, small tenant improvements, etc. 32 I I I I I I . I I I I I I I I I I I I I APPENDIX 2 Project Maps I I I PROJECT SITE I I I I;-~·-1-1II-\~-\--\-------I--'-----~---,- I I I I I I I I I I I' I PARADISE Gj ROAD VICINITY MAP NOT TO SCALE EXHIBIT A MELROSE DRIVE. BRESSI NCH WAY FUERTE STREET :1 I APPENDIX 3 I Drainage Calculations I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 09/21/07 3219.10 BRESSI COMMERCIAL SYSTEM 100 -PROPOSED CONDITIONS 2 YEAR STORM SEPTEMBER 04, 2007 *~******* Hydrology Study Control Information ********** Program License Serial Number 4049 Rational hydrology study storm event year is 2.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation (inches) = 24 hour precipitation(inches) = P6/P24 = 65.0% 1.300 2.000 San Diego hydr~logy manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 105.00,0 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.0DO [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance 100.000(Ft.) Highest elevation = 414.300(Ft.) Lowest elevation = 409.000(Ft.) Elevation difference = 5.300(Ft.) Slope = 5.300 % USER ENTRY OF INITIAL AREA TIME OF CONCENTRATION Time of Concentration = 5.00 minutes Rainfall intensity (I) = 3.425(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.179(CFS) Total initial stream area = 0.060(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I I I I I I I I I I I I I I I I I I I Process from Point/StatiQn 105.000 to Point/Station 1],0.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 408.700(Ft.) Ddwnstream point elevation 404.500(Ft.) Channel length thru subarea 261.000(Ft.) Channel base width 3.000(Ft.) Slope or 'Z' of left channel bank = 3.000 Slope or 'Z' of right channel bank = 3.000 Estimated mean flow rate at midpoint of channel 1.220 (CFS) Mann~ng's 'N' = 0.055 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = 1.220(CFS) Depth of flow = 0.263(Ft.), Average velocity Channel flow top width = 4.578(Ft.) Flow Velocity = 1.22(Ft/s) Travel time 3.55 min. Time of concentration = 8.55 min. ,Critical depth = 0.~62(Ft.) Adding area flow to channel Decimal fraction soil group A De~imal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C yalue = 0.870 0.000 0.000 0.000 1. 000 Rainfall intensity = 2.423(In/Hr) for a Effective runoff coefficient used for tota~ area (Q=KCIA) is C = 0.870 CA = 0.905 1. 225 (Ft/s) 2.0 year storm Subarea runoff = 2.014(CFS) for 0.980(Ac.) Total runoff = 2.192(CFS) Total area Depth of flow = 0.364(Ft.), Average velocity = Critical depth = 0.234(Ft.) 1. 040 (Ac.) 1. 471 (Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.0. 000 to Point/Stat.ion 115.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 396.000(Ft.)· Downstream point/station elevation 395.500(Ft.) Pipe length 50.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 2.192(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 2.192(CFS) Normal flow depth in pipe = 6.81(In.) Flow top width inside pipe = 11.89(In.) Critical Depth = 7.59(In.) Pipe flow velocity = 4.77(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 8.73 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 121.000 to Point/Station 115.000 I I **.** SUBAREA FLOW ADDITION **** I Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 I Sub.-Area C Value = 0.870 I Time of concentration = 8.73 min. Rainfall intensity = 2.392(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 1.096 Subarea runoff 0.429(CFS) for 0.220(Ac.) Total runoff 2.622(CFS) Total area = 1.260(Ac.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 125.000 to Point/Station 115.000 **** SUBAREA FLOW ADDITION **** I Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 I Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 I Time of concentration = 8.73 min. I Rainfall intensity = 2.392 (In/Hr) ·for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 1.427 Subarea runoff 0.791(CFS) for 0.380(Ac.) I Total runoff = 3.412(CFS) Total area = 1.640(Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.000 to Point/Station 130.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** I Upstream point/station elevation = 395.500(Ft.) Downstream point/station elevation 393;400(Ft.) Pipe length 117.00(Ft.) Manning's N ~ 0.013 I No. of pipes = 1 Required pipe flow 3.412(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 3.412(CFS) Normal flow depth in pipe = 7.50(In.) Flow top width inside pipe = 11.62(In.) Critical Depth = 9.48(In.) Pipe flow velocity = 6.60(Ft/s) I Travel time through pipe = 0.30 min. Time of concentration (TC) = 9.02 min. I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I I I I I I I I I I I I I I I I I I I I Process from Point/Station 135.000 to Point/Station 130.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A= 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 9.02 min. Rainfall intensity = 2.341(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 1.670 Subarea runoff = 0.498(CFS) for 0.280(Ac.) Total runoff = -3.910(CFS) Total _area End of computations, total study area = 1. 920'(Ac.) 1. 920 (Ac.) I I I I I I I I I I I I I I I I I I I San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 09/21/07 3219.10 BRESSI COMMERCIAL SYSTEM 200 -PROPOSED CONDITIONS 2 YEAR STORM SEPTEMBER 19, 2007 ********* Hydrology Study Control Information ********** Program License Serial Number 4049 Rational hydrology study storm event year is 2.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation (inches) = 24 hour precipitation(inches) = P6/P24 = 65.0% 1.300 2.000 San Diego hydrology manual 'C' v~~ues used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 205.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance 74.000(Ft.) Highest elevation = 412.000(Ft.) Lowest elevation = 411.000(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.351 % USER ENTRY OF INITIAL AREA TIME OF CONCENTRATION Time of Concentration = 5.00 minutes Rainfall intensity (I) = 3.425(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.119(CFS) Total initial stream area = 0.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I I I I I I I I I I I I I I I I I I I Process from Point/Station 20S.000 to Point/Station 210.000 **** IMPROVED CHANNEL TRAVEL TIME **** Covered channel Upstream point elevation 411.000(Ft.) Downstream point elevation 406.000(Ft.) Channel length thru subarea 114.000(Ft.) Channel base width 10.000(Ft.) Slope or 'Z' of left channel bank = 10.000 Slope or 'Z' of right channel bank = 10.000 Estimated mean flow rate at midpoint of channel 0.S22(CFS) Manning's 'N' = 0.017 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = 0.S22(CFS) Depth of flow = 0.030(Ft.), Average velocity Channel flow top width = 10.S91(Ft.) Flow Velocity = 1.72(Ft/s) Travel time 1.11 min. Time of concentration = 6.11 min. Critical depth = 0.043(Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.9S0 Sub-Area C Value = 0.870 0.000 0.000 0.000 1.000 1. 716 (Ft/s) Rainfall intensity = 3.011(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.287 Subarea runoff = 0.74S(CFS) for 0.290(Ac.) Total runoff = 0.864(CFS) Total area Depth of flow = 0.040(Ft.), Average velocity = Critical depth = 0.061(Ft.) 0.330(Ac.) 2.084(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21S.000 to Point/Station 210.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A= 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.9S0 Sub-Area C Value = 0.870 Time of concentration = 6.11 min. Rainfall intensity = 3.011(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.391 Subarea runoff 0.314(CFS) for 0.120(Ac.) Total runoff = 1.179(CFS) Total area = 0.450(Ac.) I I I I I I I I I .1 I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 220.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 406.000(Ft.) Downstream point elevation 40S.200(Ft.) Channel length thru subarea 160.000(Ft.) Channel base width 3.000(Ft.) Slope or 'Z' of left channel bank = 3.000 Slope or '·Z' qf right channel bank = 3.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.05S Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = 2.28S(CFS) Depth of flow = O.Sll(Ft.), Average velocity Channel flow top width = 6.064(Ft.) Flow Velocity = 0.99(Ft/s) Travel time 2.70 min. Time of concentration = 8.81 min. Critical depth = 0.242(Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.9S0 Sub-Area C Value = 0.870 0.000 0.000 0.000 1.000 Rainfall intensity = 2.377(In/Hr) for a Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 1.401 2.28S(CFS) 0.987(Ft/s) 2.0 year storm Subarea runoff = 2.151(CFS) for 1.160(Ac.) Total runoff = 3.330(CFS) Total area Depth of flow = 0.622(Ft.), Average velocity = Critical depth = 0.305(Ft.) 1. 610 (Ac.) 1.100 (Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 220.000 to Point/Station . 22S.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 40S.200(Ft.) Downstream point/station elevation 404.S00(Ft.) Pipe length 71.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 3.330(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 3.330(CFS) Normal flow depth in pipe = 9.26(In.) Flow top width inside pipe = 10.08(In.) Critical Depth = 9.37(In.) Pipe flow velocity = S.12(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC)' = 9.04 min. I I I I I I I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 230.000 to Point/Station 225.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 9.04 min. Rainfall intensity = 2.338 (In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 1.470 Subarea runoff 0.108(CFS) for 0.080(Ac.) Total runoff = 3.437(CFS) Total area = 1.690(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 225.000 to Point/Station 235.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 404.500(Ft.) Downstream point/station elevation 403.800(Ft.) Pipe length 73.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 3.437(CFS) Nearest computed pipe diameter 12.00(In.) Calculated indt,vidual pipe flow 3.437(CFS) Normal flow dep'th in pipe = 9.68 (In. ) Flow top width inside pipe = 9.48(In.) Critical Depth = 9.52(In.) Pipe flow velocity = 5.06(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 9.28 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 225.000 to Point/Station'· 235.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.690(Ac.) Runoff from this stream 3.437(CFS) Time of concentration Rainfall intensity = 9.28 min. 2.299(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 240.000 to Point/Station 245.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D 0.000 0.000 0.000 1. 000 I I I I I I I I I I I I I I I I I I I [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance 83.000(Ft.) Highest elevation = 423.000(Ft.) Lowest elevation = 422.500(Ft.) Elevation difference = 0.500(Ft.) Slope = 0.602 % USER ENTRY OF INITIAL AREA TIME OF CONCENTRATION Time of Concentration = 5.00 minutes Rainfall intensity (I) = 3.425(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.447(CFS) Total initial stream area = 0.150(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Proces~ from Point/Station 245.000 to Point/Station 235.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 408.000(Ft.) Downstream point elevation 404.300(Ft.) Channel length thru subarea l16.000(Ft.) Channel base width 3.000(Ft.) Slope or 'Z' of left channel bank = 3.000 Slope or 'z' of right channel bank = 3.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.055 Maximum depth of channel 1.000(Ft.) Flow(q) thru subar,ea = 0.983(CFS) Depth of flow = O.191(Ft.), Average velocity Channel flow top width = 4.149(Ft.) Flow Velocity = 1.44(Ft/s) Travel time 1.35 min. Time of concentration = 6.35 min. Critical depth = 0.143(Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 0.000 0.000 0.000 1.000 Rainfall intensity = 2.937(In/Hr) for a Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.496 o . 983' ( CFS ) 1.437 (Ft/s) 2.0 year storm Subarea runoff = 1.010(CFS) for 0.420(Ac.) Total runoff = 1.457(CFS) Total area Depth of flow = 0.240(Ft.), Average velocity = Critical depth = 0.182(Ft.) 0.570 (Ac.) 1.635 (Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 250.000 to Point/Station 235.000 **** SUBAREA FLOW ADDITION **** I I I I I I I I I I I I I I I I I I I Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 6.35 min. Rainfall intensity = 2.937(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.879 Subarea runoff 1.124(CFS) for 0.440(Ac.) Total runoff = 2.581(CFS) Total area = 1.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 250.000 to Point/Station 235.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.010(Ac.) Runoff from this stream 2.581(CFS) Time of concentration = Rainfall intensity = Summary of stream data: 6.35 min. 2.937(In/Hr) Stream Flow rate TC No. (CFS) (min) 1 3.437 9.28 2 2.581 6.35 Qmax(l) 1. 000 * 1. 000 * 3.437) 0.783 * 1. 000 * 2.581) Qmax(2) 1. 000 * 0.684 * 3.437) 1. 000 * 1. 000 * 2.581) Total of 2 streams to confluence: Flow rates before confluence point: 3.437 2.581 Rainfall Intensity (In/Hr) 2.299 2.937 + + 5.457 + + 4.932 Maximum flow rates at confluence using above data: 5.457 4.932 Area of streams before confluence: 1.690 1.010 Results of confluence: Total flow rate = 5.457(CFS) Time of concentration 9.279 min. Effective stream area after confluence 2.700 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 235.000 to Point/Station 255.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** I I I I I I I I I I I I I I I I I I I Upstream point/station elevation = 404.300(Ft.) Downstream point/station elevation 402.900(Ft.) Pipe length 142.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 5.457(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 5.457(CFS) Normal flow depth in pipe = 10.63(In.) Flow top width inside pipe = 13.63(In.) Critical Depth = 11.36(In.) Pipe flow velocity = 5.87(Ft/s) Travel time through pipe = 0.40 min. Time of concentration (TC) = 9.68 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 235.000 to Point/St'ation "255.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.700(Ac.) Runoff from this stream 5.457(CFS) Time of concentration = 9.68 min. Rainfall intensity = 2.236(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Pot,nt/Station 260.000 to Point/Station 265.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D,= 1. 000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance 51.000(Ft.) Highest elevation = 409.000(Ft.) Lowest elevation = 408.000(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.961 % USER ENTRY OF INITIAL AREA TIME OF CONCENTRATION Time of Concentration = 5.00 minutes Rainfall intensity (I) = 3.425(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.149(CFS) Total initial stream area = 0.050(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 265.000 to Point/Station 270.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 408.000(Ft.) I I Downstream point/station elev~tion = 407.600(Ft.) Pipe length 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 0.149(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 0.149(CFS) I Normal flow depth in pipe = 2.11(In.) Flow top width inside pipe = 5.73(In.) Critical Depth = 2.30(In.) Pipe flow velocity = 2.42(Ft/s) I I Travel time through pipe = 0.28 min. Time of concentration (TC) = 5.28 min. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 273.000 to Point/Station 270.000 **** SUBAREA FLOW ADDITION **** I Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) I Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 I Time of concentration = 5.28 min. Rainfall intensity = 3.309(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.096 Subarea runoff 0.168(CFS) for 0.060(Ac.) Total runoff = 0.317(CFS) Total area = O.llci~Ad.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 275.000 to Point/Station 270.000 I **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 I [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 I Sub-Area C Value = 0.870 I Time of concentration = 5.28 min. Rainfall intensity = 3.309(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.157 Subarea runoff 0.201(CFS) for 0.070(Ac.) Total runoff = 0.518(CFS) Total area = 0.180(Ac.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 280.000 to Point/Station 270.000 **** SUBAREA FLOW ADDITION **** I I I I Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type I (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 I Time of concentration = 5.28 min. Rainfall intensity = 3.309(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.174 I Subarea runoff 0.058(CFS) for 0.020(Ac.) I Total runoff = 0.576(CFS) Total area = 0.200(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 285.000 to Point/Station 270.000 **** SUBAREA FLOW ADDITION **** I Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [INDUSTRIAL area type (General Industrial ) I Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 I Time of concentration = 5.28 min. Rainfall inten~ity = 3.309(In/Hr) for a 2.0 year s.~orm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.191 Subarea runoff 0.058.(CFS) for 0.020(Ac.) Total runoff = 0.633(CFS) Total area = 0.22Q(Ac.) I I +++++++++++++.+++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 270.000 to Point/Station 290.000 **** PIPEFLOW TRAVEL TIME (Program estimated size)' **** I Upstream point/station elevation = 407.600(Ft.) Downstream point/station elevation 407.000(Ft.) I Pipe length lll.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow O. 633 (CFS). Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 0.633(CFS) Normal flow depth in pipe = 4.6l(In.) Flow top width inside pipe = 9.00(In.) I Critical Depth = 4.34(In.) Pipe flow velocity = 2.78(Ft/s) Travel time through pipe = 0.67 min. I Time of concentration (TC) = 5.94 min. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 295.000 to Point/Station 290.000 I **** SUBAREA FLOW ADDITION **** I ,I I Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 I [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 I Time of concentration = 5.94 min. I Rainfall intensity = 3.065(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.226 Subarea runoff 0.060(CFS) for 0.040(Ac.) Total runoff = 0.693(CFS) Total area = 0.260(Ac.) I 1 ,++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ process from Point/Station 300.000 to P,oint/Station 290.000 **** SUBAREA FLOW ADDITION **** I Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [INDUSTRIAL area type (General Industrial ) I I~pervious value, Ai = 0.950 Sub-Area C Value = 0.870 I Time of concentration = 5.94 min. Rainfall intensity = 3.065(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.261 Subarea runoff 0.107(CFS) for 0.040(Ac.) I Total runoff = 0.800(CFS) Total area = 0.300(Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 290.000 to Point/Station 305.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 407.000(Ft.) I Downstream pOint/station elevation 406.300(Ft.) Pipe length 65.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 0.800(CFSr Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 0.800(CFS) Normal flow depth in pipe = 4.32(In.) I Flow top width inside pipe = 8.99(In.) Critical Depth = 4.90(In.) Pipe flow velocity = 3.82(Ft/s) Trave~ time through pipe = 0.28 min. I Time' of concentration (TC) = 6.23 min. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 290.000 to Point/Station 305.000 I I I I I I I I I I I I I I I I I I I I **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.300(Ac.) Runoff from this stream 0.800(CFS) Time of concentration Rainfall intensity = 6.23 min. 2.974(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 315.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance 62.000(Ft.) Highest elevation = 408.200(Ft.) Lowest elevation = 407.900(Ft.) Elevation difference = 0.300(Ft.) Slope = 0.484 % USER ENTRY OF INITIAL AREA TIME OF CONCENTRATION Time of Concentration = 5.00 minutes Rainfall intensity (I) = 3.425(In/Hr) for a 2.0 year sto:on Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = q.328(CFS) Total initial stream area = 0.110(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 315.000 to Point/Station 320.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 407.900(Ft.) Downstream point elevation 407.000(Ft.) Channel length thru subarea 77.000(Ft.) Channel base width 10.000(Ft.) Slope or 'Z' of left channel bank = 10.000 Slope or 'Z' of right channel bank = 10.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.017 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = 0.571(CFS) Depth of flow = 0.046(Ft.), Average velocity Channel flow top width = 10.923(Ft.) Flow Velocity = 1.18(Ft/s) Travel time 1.09 min. Time of concentration = 6.09 min. Critical depth = 0.046(Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C 0.000 0.000 0.000 0.571 (CFS) 1.181 (Ft/s) I I I I I I I I I I I I I I I I I I I Decimal fraction soil group D [INDUSTRIAL area type (General Industrial ) ~mpervious value, Ai = 0.950 Sub-Area C Value = 0.870 1.000 Rainfall intensity = 3.017 (In/Hr) for a Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.252 2.0 year storm Subarea runoff = 0.433(CFS) for 0.180(Ac.) Total runoff = 0.761(CFS) Total area Depth of flow = 0.055(Ft.), Average velocity = Critical depth = 0.056(Ft.) 0.290(Ac.) 1.317(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process ~rom Point/Station -320.000 to Point/Station 325.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) -**** Upstream point/station elevation = 407.000(Ft.) Downstream point/station elevation 405.300(Ft.) Pipe length 171.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 0.761(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 0.761(CFS) Normal flow depth in pipe = 4.29(In.) Flow top width inside pipe = 8.99(In.) Critical Depth = 4.77(In.) Pipe flow velocity = 3.66(Ft/s) Travel time through pipe = 0.78 min. Time of concentration ~TC) = 6.87 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 330.000 to Point/Station 325.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A= 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 6.87 min. Rainfall intensity = 2.792(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.574 Subarea runoff 0.842(CFS) for 0.370(Ac.) Total runoff = 1.603(CFS) Total area = 0.660(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 325.000 to Point/Station 335.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 405.300(Ft.) I I Downstream point/station elevation = 404.600(Ft.) Pipe length 67.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 1.603(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 1.603(CFS) I Normal flow depth in pipe = 6.98(In.) Flow top width inside pipe = 7.50(In.) Critical Depth = 6.99(In.) Pipe flow velocity = 4.35(Ft/s) I Travel time through pipe = 0.26 min. I Time of concentration (TC) = 7.12 min. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 340.000 to Point/Station 335.000 **** SUBAREA FLOW ADDITION **** I Decimal fraction soil group A 0:000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [INDUSTRIAL area type (General Industrial ) I Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 I Time of concentration = 7.12 min. Rainfall intensity = 2.726(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.713 Subarea runoff ". 0.342(CFS) for 0.160(Ac.) I Total runoff = 1.945(CFS) Total area = 0.820(Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 335.000 to Point/Station 305.000 I **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 404.600(Ft.) I Downstream point/station elevation 403.700(Ft.) Pipe length 91.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 1.945(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 1.945(CFS) Normal flow depth in pipe = 6.35(In.) Flow top width inside pipe = 11.98(In.) I Critical Depth = 7.13(In.) Pipe flow velocity = 4.62(Ft/s) Travel time through pipe = 0.33 min. I Time of concentration (TC) = 7.45 min. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 335.000 to Point/Station 305.000 I **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 I Stream flow area = O.820(Ac.) I I I I I I I I I I I I I I I I I I I I Runoff from this stream Time of concentration = Rainfall intensity = Summary of stream data: 1.945(CFS) 7.45 min. 2.648(In/Hr) Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.800 6.23 2.974 2 1.945 7.45 2.648 Qmax(l) 1.000 * 1.000 * 0.800) + 1.000 * 0.836 * 1.945) + 2.425 Qmax(2) 0.891 * 1.000 * 0.800) + 1.000 * 1.000 * 1.945) + 2.657 Total of 2 streams to confluence: Flow rates before confluence point: 0.800 1.945 Maximum flow rates at confluence using above data: 2.425 2.657 Area of streams before confluence: 0.300 0.820 Results of confluence: Total flow rate = 2.657(CFS) Time of concentration 7.450 min. Effective stream area after confluence 1.120(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 255.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 403.700(Ft.) Downstream point/station elevation 402.600(Ft.) Pipe length 111.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 2.657(CFS) Nearest computed pipe diameter 12.00(In.) . Calculated individual pipe flow 2.657(CFS) Normal flow depth in pipe = 7.75(In.) Flow top width inside pipe = 11.48(In.) Critical Depth = 8.39(In.) Pipe flow velocity = 4.95(Ft/s) Travel time through pipe = 0.37 min. Time of concentration (TC) = 7.82 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 255.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area 1.120(Ac.) Runoff from this stream = 2.657(CFS) I I I I I I I I I I I I I I I I I I I Time of concentration = Rainfall intensity = Summary of stream data: 7.82 min. 2.566(In/Hr) Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.457 9.68 2.236 2 2.657 7.82 2.566 Qmax(l) 1. 000 * 1. 000 * 5.457) + 0.872 * 1. 000 * 2.657) + 7.773 Qmax(2) 1. 000 * 0.808 * 5.457) + 1. 000 * 1. 000 * 2.657) + 7.067 Total of 2 main streams to confluence: Flow rates before confluence point: 5.457 2.657 Maximum flow rates at confluence using above data: 7.773 7.067 Area of streams before confluence: 2.700 1.120 Results of confluence: Total flow rate = 7.773(CFS) Time of concentration 9.682 min. Effective stream a~ea after confluence 3.820 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 255.000 to Point/Station 345.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 402.600(Ft.) Downstream point/station elevation 401.100(Ft.) Pip~ ,leng,th 142.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 7.773(CFS) Nearest computed pipe diameter 18.00(In.) Calculated individual' pipe flow 7.773(CFS) Normal flow depth in pipe = 11.31(In.) Flow top width inside pipe = 17.40(In.) Critical Depth = 12.95(In.) Pipe flow velocity = 6.65(Ft/s) Travel time through pipe = 0.36 min. Time of concentration (TC) = 10.04 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 255.000 to Point/Station 345.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area 3.820(Ac.) Runoff from this stream = 7.773(CFS) I I I I I I I I I I I I I I I I I I I Time of concentration Rainfall intensity = 10.04 min. 2.185(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 350.000 to Point/Station 355.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance 57.000(Ft.) Highest elevation = 408.000(Ft.) Lowest elevation = 407.750(Ft.) Elevation difference = 0.250(Ft.) Slope = 0.439 % USER ENTRY OF INITIAL AREA TIME OF CONCENTRATION Time of Concentration = 5.00 minutes Rainfall intensity (I) = 3.425(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.209(CFS) Total initial stream area = 0.070(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process .. from Point/Station 355.000 to Point/Stat;ion 360.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 407.750(Ft.) Downstream point elevation 402.000(Ft.) Channel length thru subarea 188.000(Ft.) Channel base width 3.000(Ft.) Slope or 'Z' of left channel bank = 3.000 Slope or 'z' of right channel bank = 3.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.055 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = 1.657(CFS) Depth of flow = 0.261(Ft.), Average velocity Channel flow top width = 4.564(Ft.) Flow Velocity = 1.68(Ft/s) Travel time 1.86 min. Time of concentration = 6.86 min. Critical depth = 0.197(Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 0.000 0.000 0.000 1. 000 1. 657 (CFS) 1. 681 (Ft/ s) I I I I I I I I I I I I I I I I I I I Rainfall intensity = 2.792(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 1.079 Subarea runoff = 2.803(CFS) for 1.170(Ac.) Total runoff = 3.012(CFS) Total area Depth of flow = 0.364(Ft.), Average velocity = Critical depth = 0.285(Ft.) 1. 240 (Ac.) 2.025(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 362.000 to Point/Station 360.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil·group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 6.86 min. Rainfall intensity = 2.792(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 2.575 Subarea runoff 4.178(CFS) for 1.720(Ac.) Total runoff = 7.190(CFS) Total area = 2.960(Ac.) +++++++++++t++++++++++++++++++++++++++++++++++++++++++++~+++++++++++++ Process from Point/Station 360.000 to Point/Station· 345.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 402.000(Ft.) Downstream point/station elevation 400.200(Ft.) Pipe length 179.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required.pipe flow 7.I90(CFS) Nearest computed pipe diameter I8.00(In.j . Calculated individual pipe flow 7.190(CFS) Normal flow depth in pipe = 10.9I(In.) Flow top width inside pipe = I7.59(In.) Critical Depth = I2.46(In.) Pipe flow velocity = 6.41(Ft/s) Travel time through pi~e = 0.47 min. Time of concentration (TC) = 7.33 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 360.000 to Point/Station 345.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.960(Ac.) Runoff from this stream 7.I90(CFS) Time of concentration = 7.33 min. Rainfall intensity = 2.676(In/Hr) Summary of stream data: I I I I I I I I I I I I I I I I I I I Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.773 10.04 2.185 2 7.190 7.33 2.676 Qmax (1) 1. 000 * 1. 000 * 7.773) + 0.816 * 1. 000 * 7.190) + 13.643 Qmax(2) 1. 000 * 0.730 * 7.773) + 1. 000 * 1. 000 * 7.190) + 12.865 Total of 2. streams to confluence: Flow rates before confluence point: 7.773 7.190 Maximum flow rates at confluence using above data: 13.643 12.865 Area of streams before confluence: 3.820 2.960 Results of confluence: Total flow rate = 13.643(CFS) Time of concentration 10.038 min. Effective stream area after confluence 6.780 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 345.000 to Point/Station 365.000 **** PIPEF~.OW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 400.200(Ft.) Downstream pOint/station elevation 398.300(Ft.) Pipe length 194.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 13.643(CFS) Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow 13.643(CFS) Normal flow depth in pipe = 15.14(In.) Flow top width inside pipe = 18.8·4 (In.) Critical Depth = 16.49(In.) Pipe flow velocity = 7.34(Ft/s) Travel time through pipe = 0.44 min. Time of concentration (TC) = 10.48 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 345.000 to Point/Station 365.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.780(Ac.) Runoff from this stream 13.643(CFS) Time of concentration ~9!48 min. Rainfall intensity = 2.125(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I I I I I I I I I I I I I I I I I I I Process from Point/Station 370.000 to Point/Station 375.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance 163.000(Ft.) Highest elevation = 422.000(Ft.) Lowest elevation = 421.200(Ft.) Elevation difference 0.800(Ft.) Slope = 0.491 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.49 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration 3.71 minutes TC = [1.8*(l.1-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.8700)*( 50.000 A.5)/( 0.491A(l/3)]= 3.71 The initial area total distance of 163.00 (Ft.) entered leaves a remaining distance of 113.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.30 minutes for a distance of 113.00 (Ft.) and a slope of 0.49 % with an elevation difference of 0.55(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60 (min/hr) 2.304 Minutes Tt=[(il.9*0.0214A3)/( 0.55)]A.385= 2.30 Total initial area Ti 3.71 minutes from Figure 3-3 formula plus 2.30 minutes from the Figure 3-4 formula 6.01 minutes Rainfall intensity (I) = 3.040(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 1.005(CFS) Total initial stream area = 0.380(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 375.000 to Point/Station 380.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 407.500(Ft.) Downstream point elevation 404.300(Ft.) Channel length thru subarea 172.000(Ft.) Channel base width 10.000(Ft.) Slope or 'Z' of left channel bank = 10.000 Slope or 'Z' of right channel bank = 10.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.017 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = 1.408(CFS) Depth of flow = 0.069(Ft.), Average velocity Channel flow top width = 11.374(Ft.) Flow Velocity = 1.92(Ft/s) Travel time 1.49 min. 1.408(CFS) 1.918(Ft/s) I I I I I I I I I I I I I I I I I I I Time of.concentration = 7.51 min. Critical depth = 0.083(Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 0.000 0.000 0.000 1. 000 Rainfall intensity = 2. 635 (In/Hr) for a Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.661 2.0 year storm Subarea runoff = 0.737(CFS) for 0.380(Ac:) Total runoff = 1.742(CFS) Total area Depth of flow = 0.078(Ft.), Average velocity = Critical depth = 0.095(Ft.) 0.760 (Ac.) 2.075(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process f.rom Point/Station 380.000 to Point/Station 365 . 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 404.300(Ft.) Downstream point/station elevation 403.800(Ft.) Pipe length 56.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 1.742(CFS) Nearest computed pipe diameter 12.00(In.) Cals:ulated individual pipe flow 1. 742 (CFS) Normal flow depth in pipe = 6.12(In.) . Flow top width inside pipe = 12.00(In.) Critical Depth = 6.74(In.) Pipe flow velocity = 4.32(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 7.72 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Pxocess from Point/Station 385.000 to 'Pbint/Sta~ion 365.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 7.72 min. Rainfall intensity = 2.587(In/Hr) for a 2.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.905 Subarea runoff 0.599(CFS) for 0.280(Ac.) Total runoff = 2.341(CFS) Total area = 1.040(Ac.) I I I I I I I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process, from Point/Station 385.000 to Point/Station 365.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.040(Ac.) Runoff from this stream 2.341(CFS) Time of concentration = 7.72 min. Rainfall intensity = 2.587(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In!Hr) 1 13.643 10.48 2.125 2 2.341 7.72 2.587 Qmax(l) 1.000 * 1.000 * 13.643) + 0.821 * 1.000 * 2.341) + 15.566 Qmax(2) 1.000 * 0.737 * 13.643) + 1.000 * 1.000 * 2.341) + 12.398 Total of 2 streams to confluence: Flow rates before confluence point: 13.643 2.341 Maximum flow rates at confluence using above data: 15.566 12.398 ", Area of streams before confluence: 6.780 1.040 Results of confluence: Total flow rate = 15.566(CFS) Time of concentration 10.479 min. Effective stream area after confluence 7.820(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 365.000 to Point/Station 390.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 403.800(Ft.) Downstream point/station elevation 403.300(Ft.) Pipe length 113.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 15.566(CFS) Nearest computed pipe diameter 27.00(In.) Calculated individual pipe flow 15.566(CFS) Normal flow depth in pipe = 17.53(In.) Flow top width inside pipe = 25.77(In.) Critical Depth = 16.52(In.) Pipe flow velocity = 5.69(Ft/s) Travel time through pipe = 0.33 min. Time of concentration (TC) = 10.81 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I I I I I I I I I I I I I I I I I I I Process from Point/Station 395.000 to Point/Station 390.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 The area added to the existing str~am causes a a lower flow rate of Q = 14.716(CFS) therefore the upstream flow rate of Q = 15.566(CFS) is being used Time of concentration = 10.81 min. Ra~nfall intensity = 2.083(In/Hr) for a 2.0 year" storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 7.064 Subarea runoff = O.OOO(CFS) for 0.300(Ac.) Tota~ runoff = 15.566(CFS) Total area = End of computations, total study area = 8.120(Ac.) 8.120 (Ac.) I I I I I 1 I I I I ... I 1 I I 1 I I I San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 09/21/07 , 3219.10 BRESSI COMMERCIAL PA 15 SYSTEM 500 -PROPOSED CONDITIONS 2 YEAR STORM SEPTEMBER 04, 2007 ********* Hydrology Study Control Information ********** Program License Serial Number 4049 Rational hydrology study storm event year is 2.0 English (in-lb) input data Units us·ed Map data precipitation entered: 6 hour, precipitation (inches) = 1.300 24 hour precipitation(inches) = 2.000 P6/P24 = 65.0% San Diego hydrology manual 'C' yalues used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 500.000 to Point/Station 505.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance 40.000(Ft.) Highest elevation = 409.790(Ft.) Lowest elevation = 409.680(Ft.) Elevation difference = 0.110(Ft.) Slope = 0.275 % USER ENTRY OF INITIAL AREA TIME OF CONCENTRATION Time of Concentration = 5.00 minutes Rainfall intensity (I) = 3.425(In/Hr) for a 2.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.030(CFS) Total initial stream area = 0.010(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-+++++++ I I I I I I I I I I I I I I I I I I I Process from Point/Station 505.000 to Point/Station 510.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 409.680(Ft.) Downstream point elevation 405.600(Ft.) Channel length thru subarea 215.000(Ft.) Channel base width 10.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.017 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = 0.232(CFS) Depth of flow = 0.023(Ft.), Average velocity Channel flow top width = 10.094(Ft.) Flow Velocity = 0.98(Ft/s) Travel time 3.64 min. Time of concentration = 8.64 min. Cri.tical depth = 0.025 (Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group. C Decimal fraction soil group D [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 0.000 0.000 0.000 1.000 Rainfall intensity = 2.406(In/Hr) for a Effective runoff coefficient us~.d for total area (Q=KCIA) is C = 0.870 CA = 0.148 0.232(CFS) 0.983(Ft/s) 2.0 year storm Subarea runoff = 0.326(CFS) for 0.160(Ac.) Total runoff = 0.356(CFS) Total area Depth of flow = 0.030(Ft.), Average velocity Critical depth = 0.034(Ft.) End of computations, total study area 0.170 (Ac.) 1.166 (Ft/s) 0.170 (Ac.) I I I I I I I I I I I I I I I I I I I San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 09/21/07 3219.10 BRESSI COMMERCIAL SYSTEM 100 -PROPOSED CONDITIONS 10 YEAR STORM SEPTEMBER 04, 2007 ********* Hydrology Study Control Information ********** Program License Serial Number 4049 Rational hydrology study storm event year is 10.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation (inches) = 24 hour precipitation(inches) P6/P24 = 40.6% 1.300 3.200 Adjusted 6 hour precipitation (inches) Adjusted P6/P24 = 45.0% San Diego hydrology manual 'C' values used 1.440 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 105.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance 100.000(Ft.) Highest elevation = 414.300(Ft.) Lowest elevation = 409.000(Ft.) Elevation difference = 5.300(Ft.) Slope = 5.300 % USER ENTRY OF INITIAL AREA TIME OF CONCENTRATION Time of Concentration = 5.00 minutes Rainfall intensity (I) = 3.794(In/Hr) for a Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 0.198(CFS) Total initial stream area = 0.060(Ac.) 10.0 y~ar storm is C = 0.870 I I I I I I I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 110.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 408.700(Ft.) Downstream point elevation 404.500(Ft.) Channel length thru subarea 261.000(Ft.) Channel base width '3.000(Ft.) Slope or 'z' of left channel bank = 3.000 Slope or 'Z' of right channel bank = 3.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.055 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = 1.362(CFS) Depth of flow = O.280(Ft.), Average velocity Channel flow top width = 4~678(Ft.) Flow Velocity = 1.27(Ft/s) Travel time 3.43 min. Time of concentration = 8.43 min. Critical depth = 0.174(Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 0.000 0.000 0.000 1. 000 1. 362 (CFS) 1. 268 (Ft/s) .Sub-Area C Value" = 0.870 ", Rainfall intensity = 2.709(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.905 Subarea runoff = 2.253(CFS) for 0.980(Ac.) Total runoff = 2.451(CFS) Total area Depth of flow = 0.387 (Ft.), Average ve'locity = Criti<;:al depth = ,0.~50(Ft.) 1. 040 (Ac.) 1.521(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 115.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 396.000(Ft.) Downstream point/station elevation 395.500(Ft.) Pipe length 50.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 2.451(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 2.451(CFS) Normal flow depth in pipe = 7.31(In.) Flow top width inside pipe = 11.71(In.) Critical Depth = 8.04(In.) Pipe flow velocity = 4.89(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 8.60 min. ·1 I I I I I I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 121.000 to Point/Station 115.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value =.0.870 Time of concentration = 8.60 min. Rainfall intensity = 2.674(In/Hr} for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 1.096 Subarea runoff 0.480(CFS} for 0.220(Ac.} Total runoff = 2.931(CFS} Total area = 1.260(Ac.} ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 125.000 to Point/Station 115.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decima:l fraction soil group D 1.000 [INDUSTRIAL area type (Genefal Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 8.60 min. Rainfall intensity = 2.674(In/Hr} for a 10.0 year storm Effective runoff coefficient used for total a+ea (Q=KCIA) is C = 0.870 CA = 1.427 Subarea runoff 0.884(CFS} for 0.380(Ac.} Tota~ runoff 3.816(CFS} Total area = 1.640(Ac.} ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.000 to Point/Station 130.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 395.500(Ft.} Downstream point/station elevation 393.400(Ft.} Pipe length 117.00(Ft.} Manning's N = 0.013 No. of pipes = 1 Required pipe flow 3.816(CFS} Nearest computed pipe diameter 12.00(In.} Calculated individual pipe flow 3.816(CFS} Normal flow depth in pipe = 8.11(In.} Flow top width inside pipe = 11.23(In.} Critical Depth = 9.97(In.} Pipe flow velocity = 6.75(Ft/s} Travel time through pipe = 0.29 min. Time of concentration (TC) = 8.89 min. I I I I I I I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 135.000 to Point/Station 130.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 8.89 min. Rainfall intensity = 2.618 (In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 1.670 Subarea runoff = 0.557(CFS) for 0.280(Ac.) Total runoff = 4.3.73(CFS) Total area = End of computations, total study area = 1. 920 (Ac.) 1. 920 (Ac.) I I I I I I I I I I I I I I I I I I I I San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 09/21/07 3219.10 BRESSI COMMERCIAL SYSTEM 200 -PROPOSED CONDITIONS 10 YEAR STORM SEPTEMBER 19, 2007 ------------------------------------------------------------~----------- ********* Hydrology Study Control Information *'********* Program License Serial Number 4049 Rational hydrology study storm event year is 10.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation (inches) = 1.800 24 hour precipitation(inches) = 3.200 P6/P24 = 56.3% San Diego ,hydrology manual 'C' values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 205.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance 74.000 (Ft.) Highest elevation = 412.000(Ft.) Lowest elevation = 411.000(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.351 % USER ENTRY OF INITIAL AREA TIME OF CONCENTRATION Time of Concentration = 5.00 minutes Rainfall intensity (I) = 4.743(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.870 Subarea runoff = 0.165(CFS) Total initial stream area = 0.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I I I I I I I I I I I I I I I I I I I Process from Point/Station 205.000 to Point/Station 210.000 **** IMPROVED CHANNEL TRAVEL TIME **** Covered channel Upstream point elevation 411.000(Ft.) Downstream point elevation 406.000(Ft.) Channel length thru subarea 114.000(Ft.) Channel base width 10.000(Ft.) Slope or 'Z' of left channel bank = 10.000 Slope or 'z' of right channel bank = 10.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.017 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = 0.727(CFS) Depth of flow = 0.036(Ft.), Average velocity Channel flow top width = 10.720(Ft.) Flow Velocity = 1.95(Ft/s) Travel time 0.97 min. Time of concentration = 5.97 min. CriticaJ depth = 0.054(Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 0.000 0.000 0.000 1. 000 0.727 (GFS) 1. 950 (Ft/ s) Rainfall :i,ntensity = 4.228(In/Hr) for a 10.0 y~ar storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.287 Subarea runoff = Total runoff = Depth of flow = Critical depth = 1.049(CFS) for 0.290(Ac.) 1.214(CFS) Total area 0.049(Ft.), Average velocity = 0.075(Ft.) 0.330 (Ac.) 2.371(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 215.000 to Point/Station 210.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 5.97 min. Rainfall intensity = 4.228(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.391 Subarea runoff 0.441(CFS) for 0.120(Ac.) Total runoff = 1. 655 (CFS) Total area = 0.450(Ac.) I I I I I I I I .1 I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 220.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 406.000(Ft.) Downstream.point elevation 405.200(Ft.) Channel length thru subarea 160.000(Ft.) Channel base width 3.000(Ft.) Slope or 'Z' of left channel bank = 3.000 Slope or 'Z' of right channel bank = 3.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.055 Maximum depth of channel 1.000(Ft.). Flow(q) thru subarea = 3.242(CFS) Depth of flow = 0.614(Ft.), Average velocity Channel. flow top width = 6.682(Ft.) Flow Velocity = 1.09(Ft/s) Travel time 2.44 min. Time of concentration = 8.42 min. Critical depth = 0.297(Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area.C Value = 0.870 0.000 0.000. 0.000 1.000 1 3.242(CFS) 1. 091 (Ft/s) Rainfall intensity = 3.389(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 1.401 Subarea runoff = 3.092(CFS) for 1.160(Ac.) Total runoff = 4.747(CFS) Total area Depth of flow = 0.746(Ft.), Average velocity = Critical depth = 0.375(Ft.) 1.610 (Ac. ) 1.214 (Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 220.000 to Point/Station 225.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 405.200(Ft.) Downstream point/station elevation 404.500(Ft.) Pipe length 71.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 4.747(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 4.747(CFS) Normal flow depth in pipe = 9.61(In.) Flow top width inside pipe = 14.39(In.) Critical Depth = 10.61(In.) Pipe flow velocity = 5.72(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 8.62 min. I I I I I I I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 230.000 to Point/Station 225.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A= 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 8.62 min. Rainfall intensity = 3.336(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 1.470 Subarea runoff 0.158(CFS) for 0.080(Ac.) Total runoff = 4.906(CFS) Total area = 1.690(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 225.000 to Point/Station 235.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 404.500(Ft.) Downstream point/station elevation 403.800(Ft.) Pipe length 73.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe'flow 4.906(CFS) Nearest computed pipe diameter 15.00(In.) Calcula~.ed individual pipe flow 4.906 (CFS) Normal fiow depth in pipe = 9.93(In.) Flow top width inside pipe = 14.19(In.) Critical Depth = 10.77(In.) Pipe flow velocity = 5.69(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 8.84 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 225.000 to Point/Station 235.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.690(Ac.) Runoff from this stream 4.906(CFS) Time of concentration 8.84 min. Rainfall intensity = 3.284(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 240.000 to Point/Station 245.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 I I I I I I I I I I I I I I I I I I I [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance 83.000(Ft.) Highest elevation = 423.000(Ft.) Lowest elevation = 422.500(Ft.) Elevation difference = 0.500(Ft.) Slope = 0.602 % USER ENTRY OF INITIAL AREA TIME OF CONCENTRATION Time of Concentration = 5.00 minutes Rainfall intensity (I) = 4.743(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0 .. 870 Subarea runoff = 0.619(CFS) Total initial stream area = 0.150 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 245.000 to Point/Station 235.000 **~*"IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 408.000(Ft.) Downstream point elevation 404.300(Ft.) Channel length thru'subarea 116.000(Ft.) Channel base width 3.000(Ft.) Slope or 'Z' of left channel bank = 3.000 Slope or 'Z' of right channel bank = 3.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.055 Maximum depth of channel 1.000(Ft.) Flow(q) th~u subarea = 1.372(CFS) Depth of flow = 0.232(Ft.), Average velocity Channel flow top width = 4.389(Ft.) Flow Velocity = 1.60(Ft/s) Travel time 1.21 min. Time of concentration = 6.21 min. Critical depth = 0.176(Ft.) Adding area flow to channel Decimal fraction soil group A Decimal traction. soil group B Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 = 0.000 .0.000 0.000 = 1. 000 1. 372 (CFS) 1. 604 (Ft/s) Rainfall intensity = 4.126(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.496 Subarea runoff = 1.427(CFS) for 0.420(Ac.) Total runoff = 2.046(CFS) Total area Depth of flow = 0.290(Ft.), Average velocity = Critical depth = 0.225(Ft.) 0.570 (Ac.) 1. 823 (Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 250.000 to Point/Station 235.000 **** SUBAREA FLOW ADDITION **** I I I I I I I I I I I I I I I I I I I Decimal fraction soil group A 0.000 - Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 6.21 min. Rainfall intensity = 4.126(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.879 Subarea runoff 1.579(CFS) for 0.440(Ac.) Total runoff = 3.625(CFS) Total area = 1.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 250.000 to Point/Station 235.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.010(Ac.) Runoff from this stream 3.625(CFS) Time of concentration = 6.21 min. Rainfall intensity = 4.126(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.906 8.84 3.284 2 3.625 6.21 4.126 Qmax(l) 1. 000 * 1. 000 * 4.906) + 0.796 * 1. 000 * 3.625) + 7.792 Qmax(2) 1. 000 * 0.702 * 4.906) + 1. 000 * 1. 000 * 3.625) + 7.070 Total of 2 streams to confluence: Flow rates before confluence point: 4.906 3.625 Maximum flow rates at confluence using above data: 7.792 7.070 krea of streams before confluence: 1.690 1.010 Results of confluence: Total flow rate = 7.792(CFS) Time of concentration 8.838 min. Effective stream area after confluence 2.700 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 235.000 to'Point/Station 255.000 **** PIPEFLOW TRAVEL TIME (Program estimat~d size) **** I I I I I I I I I I I I I I I I I I I Upstream point/station elevation = 404.300(Ft.) Downstream point/station elevation 402.900(Ft.) Pipe length 142.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 7.792(CFS) Nearest computed pipe diameter 18.00(In.) Calculated individual pipe flow 7.792(CFS) Normal flow depth in pipe = 11.60(In.) Flow top width inside pipe = 17.23(In.) Critical Depth = 12.98(In.) Pipe flow velocity = 6.47(Ft/s) Travel time through pipe = 0.37 min. Time of concentration (TC) = 9.20 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 235.000 to Point/Station 255.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.700(Ac.) Runoff from this stream 7.792(CFS) Time of concentration = 9.20 min. Rainfall intensity = 3.199(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process fFom Point/Station 260.000 to Point/Statipn 265.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance 51.000(Ft.) Highest elevation = 409.000(Ft.) Lowest elevation = 408.000(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.961 % USER ENTRY OF INITIAL AREA TIME OF CONCENTRATION' Time of Concentration = 5.00 minutes Rainfall intensity (I) = 4.743(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C ~ 0.870 Subarea runoff = 0.206(CFS) Total initial stream area = 0.050(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 265.000 to Point/Station 270.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 408.000(Ft.) I I I I I I I I I I I I I I I I I I I Downstream point/station elevation = 407.600(Ft.) Pipe length 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 0.206(CFS) Nearest computed pipe diameter 6.00(In.} Calculated individual pipe flow 0.206(CFS) Normal flow depth in pipe = 2.51(In.} Flow top width inside pipe = 5.92(In.) Critical Depth = 2.73(In.) Pipe flow velocity = 2.64(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 5.25 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 273.000 to Point/Station 270.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 5.25 min. Rainfall intensity = 4.594(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.096 Subarea runoff 0.233(CFS) for 0.060(Ac.} Total runoff = O.440(CFS} Total area = 0.110(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 275.000 to Point/Station 270.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type . ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 5.25 min. Rainfall intensity = 4.594(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.157 Subarea runoff 0.280(CFS) for 0.070(Ac.} Total runoff = 0.719(CFS) Total area = 0.180(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 280.000 to Point/Station 270.DOO **** SUBAREA FLOW ADDITION **** I I Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type I (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 I Time of concentration = 5.25 min. Rainfall intensity = 4.594(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.174 I Subarea runoff 0.080(CFS) for 0.020(Ac.) I Total runoff = 0.799(CFS) Total area = 0.200(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 285.000 to Point/Station 270.000 **** SUBAREA FLOW ADDITION **** I Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 I Sub-Area C Value = 0.870 I Time of concentration = 5.25 min. Rainfall intensity = " 4.594 (In/Hr) for a 10.0 year storm Effective runoff coeffi~ient used for total area (Q=KCIA) is C = 0.870 CA = 0.191 Subarea runoff 0.080(CFS) for 0.020(Ac.) Total runoff = 0.879(CFS) Total area = 0.220(Ac.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 270.000 to Point/Station 290.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** I Upstream point/station elevation = 407.600(Ft.) Downstream point/station elevation 407.000(Ft.) Pipe length 111.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 0.879(CFS) Nearest computed pipe diameter 9.00(In.) I Calculated individual pipe flow 0.879(CFS) Normal flow depth in pipe = 5.67(In.) Flow top width inside pipe = 8.69(In.) I Critical Depth = 5.15(In.) Pipe flow velocity = 3.00(Ft/s) Travel time through pipe = 0.62 min. Time of concentration (Te) = 5.87 min. I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 295.00'0 to Point/Station -290.000 I **** SUBAREA FLOW ADDITION **** I I I I I I I I I I I I I I I I I I I I Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 5.87 min. Rainfall intensity = 4.277 (In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.226 Subarea runoff 0.088(CFS) for 0.040(Ac.) Total runoff = 0.967(CFS) Total area = 0.260(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ,. PJ;"ocess from Point/Station 300.000 to Point/Station 290.000 . **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [INDUSTRIAL area type ("General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration ~ 5.87 min. Rainfall intensity = 4.277(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.261 Subarea runoff 0.149(CFS) for 0.040(Ac.) Total runoff = 1.116(CFS) Total area = 0.300(A~.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station . 290.000 to Point/Station 305.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 407.000(Ft.) Downstream point/station elevation 406.300(Ft.) Pipe length 65.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 1.116(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 1.116(CFS) Normal flow depth in pipe = 5.29(In.) Flow top width inside pipe = 8.86(In.) Critical Depth = 5.83(In.) Pipe flow velocity = 4.14(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 6.13 min. +++++++++++++++++++++++++++++++++++++++++++++++++++"+++++++++++++++++++ Process from Point/Station 290.000 to Point/Station 305.000 I I I I I I I I I I I I I I I I I I I **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.300(Ac.) Runoff from this stream 1.116(CFS) Time of concentration Rainfall intensity = 6.13 min. 4.158(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 315.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance 62.000(Ft.) Highest elevation = 408.200(Ft.) Lowest elevation = 407.900(Ft.) Elevation difference = 0.300(Ft.) Slope = 0.484 % USER ENTRY OF INITIAL AREA TIME OF CONCENTRATION Time of Concentration = 5.00 minutes Rainfall intensity (I) = 4.743(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C ,;" 0.870 Subarea runoff = 0.~54 (CFS) Total initial stream area = 0.110(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 315.000 to Point/Station 320.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 407.900(Ft.) Downstream point elevation 407.000(Ft.) Channel length thru subarea 77.000(Ft.) Channel base width 10.000(Ft.) Slope or 'Z' of left channel bank = 10.000 Slope or 'Z' of right channel bank = 10.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.017 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = 0.794(CFS) Depth of flow = 0.056(Ft.), Average velocity Channel flow top width = 11.123(Ft.) Flow Velocity = 1.34(Ft/s) Travel time 0.96 min. Time o'f concentration = 5.96 min. Critical depth = 0.057(Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C 0.000 0.000 0.000 0.794 (CFS) 1.338 (Ft/s) I I I I I I I I I I I I I I I I I I I Decimal fraction soil group D [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 1. 000 Rainfall intensity = 4.235(In/Hr) for a 10.0 year'storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.252 Subarea runoff = 0.615(CFS) for 0.180(Ac.) Total runoff = 1.069(CFS) Total area Depth of flow = 0.067(Ft.), Average velocity = Critical depth = 0.069(Ft.) 0.290 (Ac.) 1.496(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 320.000 to Point/Station 325.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 407.000(Ft.) Downstream point/station elevation 405.300(Ft.) Pipe length 171.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 1.069(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 1.069(CFS) Normal flow depth in pipe = 5.27(In.) Flow top width inside pipe = 8.87(In.) Critical Depth = 5.70(In.) Pipe flow velocity = 3.97(Ft/s) Travel time through pipe = 0.72 min. Time of concentration (Tf) 6.68 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 330.000 to Point/Station 325.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 6.68 min. Rainfall intensity = 3.936(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.574 Subarea runoff 1.191(CFS) for 0.370(Ac.) Total runoff = 2.260(CFS) Total area = 0.660{Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 325.000 to Point/Station 335.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 405 . 300 (Ft. ) I I I I I I I I I I I I I I I I I I I Downstream pOint/station elevation = 404.600(Ft.) Pipe length 67.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 2.260(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 2.260(CFS) Normal flow depth in pipe = 6.84(In.) Flow top width inside pipe = 11.88(In.) Critical Depth = 7.72(In.) Pipe flow velocity = 4.88(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 6.91 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 340.000 to Point/Station 335.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 6.91 min. Rainfall intensity = 3.851(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.713 Subarea runoff 0.488(CFS) for 0.160(Ac.) Total runoff = 2.74"7 (CFS) Total area = 0.820 (Ac. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 335.000 to Point/Station 30'5.000 **** PIPEFLOW TRAVEL TIME (Program estimated s~ze) **** Upstream point/station elevation = 404.600(Ft.) Downstream point/station elevation 403.700(Ft.) Pipe length 91.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 2.747(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 2.747(CFS) Normal flow depth in pipe = 7.93(In.) Flow top width inside pipe = 11.36(In.) Critical Depth = 8.52(In.) Pipe flow velocity = 4.98(Ft/s) Travel time through pipe = 0.30 min. Time of concentration (TC) = 7.21 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 335.000 to Point/Station 305.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.820(Ac.) I I I I I I I I I I I I I I I I I I I Runoff from this stream Time of concentration = Rainfall intensity = Summary of stream data: 2.747(CFS) 7.21 min. 3.745(In/Hr) Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.116 6.l3 4.158 2 2.747 7.21 3.745 Qmax(l) 1. 000 * 1. 000 * 1.116) + 1.000 * 0.850 * 2.747) + 3.453. Qmax(2) 0.901 * 1. 000 * 1.116) + 1. 000 * 1. 000 * 2.747) + 3.753 Total of 2 streams to confluence: Flow rates before confluence point: 1.116 2.747 Maximum flow rates at confluence using above data: 3.453 3.753 Area of streams before confluence: 0.300 0.820 Results of confluence: Total flow rate = 3.753(CFS) Time of concentration 7.210 min. Effective stream area after confluence 1.120 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 255.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 403.700(Ft.) Downstream point/station elevation 402.600(Ft.) Pipe length 111.00(Ft.) Manning's N ~ 0.013 No. of pipes = 1 Required pipe flow 3.753(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 3.753(CFS) Normal flow depth in pipe = 8.23(In.) Flow top width inside pipe = 14.93(In.) Critical Depth = 9.39(In.) Pipe flow velocity = 5.44(Ft/s) Travel time through pipe = 0.34 min. Time of concentration (TC) = 7.55 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 25~.000 **** CONFLUENCE OF MAIN STREAMS ***,* The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area 1.120(Ac.) Runoff from this stream = 3.753(CFS) I I I I I I I I I I I I I I I I I I I Time of concentration = Rainfall intensity = Summary of stream data: 7.55 min. 3.636(In/Hr) Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) l 7.792 9.20 3.199 2 3.753 7.55 3.636 Qmax(l) 1. 000 * 1. 000 * 7.792) + 0.880 * 1. 000 * 3.753) + 11. 094 Qmax(2) 1. 000 * 0.820 * 7.792) + 1. 000 * 1. 000 * 3.753) + 10.144 Total of 2 main streams to confluence: Flow rat.es before confluence point: 7.792 3.753 Maximum flow rates at confluence using above data: 11.094 10.144 Area of streams before confluence: 2.700 1.120 Results of confluence: Total flow rate = 11.094(CFS) Time of concentration 9.204 min. Effective stream a~ea after confluence 3.820 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 255.000 to Point/Station 345.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** . . Upstream point/station elevation = 402.600(Ft.) Downstream point/station elevation 401.100(Ft.) Pipe length 142.00(Ft.·) Manning's N =·0.013 No. of pipes = 1 Required pipe flow 11.094(CFS) Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow 11.094(CFS) Normal flow depth in pipe = 12.71(In.) Flow top width inside pipe = 20.53(In.) Critical Depth = 14.90(In.) Pipe flow velocity = 7.28(Ft/s) Travel time through pipe = 0.32 min. Time of concentration (TC) = 9.53 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 255.000 to Point/Station 345.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area 3.820(Ac.) Runoff from this stream = 1l.094(CFS) . I I I I I I I I I I I I I I I I I I I Time of concentration Rainfall intensity = 9.53 min. 3.129(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 350.000 to Point/Station 355.000 **** INITIAL AREA EVALUATION **** Decimal fracti~ soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance 57.000(Ft.) Highest elevation = 408.000(Ft.) Lowest elevation = 407.750(Ft.) Elevation difference = 0.250(Ft.) Slope = 0.439 % USER ENTRY OF INITIAL AREA TIME OF CONCENTRATION Time of Concentration = 5.00 minutes Rainfall intensity (I) = 4.743(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.289(CFS) Total initial stream area = 0.070(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/~tation 355.000 to Point/Station 369.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 407.750(Ft.) Downstream point elevation 402.000(Ft.) Channel length thru subarea 188.000(Ft.) Channel base width 3.000(Ft.) Slope or 'z' of left channel bank = 3.000 Slope or 'Z' of right channel bank = 3.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.055 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = 2.297(CFS) Depth of flow = 0.313(Ft.), Average velocity Channel flow top width = 4.878(Ft.) . Flow Velocity = 1.86(Ft/s) Travel time 1.68 min. Time of concentration = 6.68 min. Critical depth = 0.242(Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 0.000 0.000 0.000 1.000 2.297(CFS) 1.863(Ft/s) I I I I I I I I I I I I I I I I I I I Rainfall intensity = 3.934 (In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q~KCIA) is C = 0.870 CA = 1.079 Subarea runoff = 3.955(CFS) for 1.170(Ac.) Total runoff = 4.244(CFS) Total area Depth of flow = 0.438(Ft.), Average velocity = Critical depth = 0.352(Ft.) 1.240(Ac.) 2.245(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 362.000 to Point/Station 360.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A= 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 6.68 min. Rainfall intensity = 3.934 (In/Hr) for a 10.0'year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 2.575 Subarea runoff 5.886(CFS) for 1.720(Ac.) Total runoff = 10.130(CFS) Total area = 2.960~Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from POint/Station 360.000 to Point/Station 345.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 402.000(Ft.) Downstream point/station elevation 400.200(Ft.) Pipe length 179.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 10.130(CFS) Nearest computed pipe diameter 18.00(In.) Calculated individual pipe flow 10.130(CFS) Normal flow depth in pipe = 14.16(In.) Flow top width inside pipe = 14.75(In.) Critical Depth = 14.71(In.) Pipe flow velocity = 6.79(Ft/s) Travel time through pipe = 0.44 min. Time of concentration (TC) = 7.12 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 360.000 to Point/Station 345.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.960(Ac.) Runoff from this stream 10.130(CFS) Time of concentration = 7.12 min. Rainfall intensity = 3.775(In/Hr) Summary of stream data: I I I I I I I I I I I I I I I I I I I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 11. 094 9.53 3.129 2 10.130 7.12 3.775 Qmax(l) 1. 000 * 1. 000 * 11. 094) + 0.829 * 1. 000 * 10.130) + 19.489 Qmax(2) 1. 000 * 0.747 * 11. 094) + 1. 000 * 1. 000 * 10.130) + 18.421 Total of 2 streams to confluence: Flow rates before confluence point: 11.094 ,10.130 Maximum flow rates at confluence using above data: 19.489 18.421 Area of streams before confluence: 3.820 2.960 Results of confluence: Total flow rate = 19.489(CFS) Time of concentration 9.529 min. Effective stream area after confluence ·6.780(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 345.000 to Point/Station 365.00,0 **** PIPEFLOW TRAyEL TIME (Program estimated size) **** Upstream point/station elevation = 400.200(Ft.) Downstream point/station elevation 398.300(Ft.) Pipe length 194.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 19.489(CFS) Nearest computed pipe diameter 24.00(In.) ,Calculated individual pipe flow 19.489(CFS) Normal flow depth in pipe = 17.32(In.) Flow top width inside pipe = 21.51(In.) Critical Depth = 19.03(In.) Pipe flow velocity = 8.03(Ft/s) Travel time through pipe = 0.40 min. Time of concentration (TC) = 9.93 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 345.000 to Point/Station 365.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.780(Ac.) Runoff from this stream 19.489(CFS) Time of concentration 9,93 min. Rainfall intensity = 3.046(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I I I I I I I I I I I I I I I I I I I Process from Point/Station 370.000 to Point/Station 375.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance 163.000(Ft.) Highest elevation = 422.000(Ft.) Lowest elevation = 421.200(Ft.) Elevation difference 0.800(Ft.) Slope = 0.491 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.49 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration 3.71 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1-0.8700)*( 50.000A.5)/( 0.491A(1/3)]= 3.71 The initial area total distance of 163.00 (Ft.) entered leaves a remaining distance of 113.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.30 minutes for a distance of 113.00 (Ft.) and a slope of 0.49 % with an elevation difference of 0.55(Ft.) from the end o~ the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.»]A.385 *60 (min/hr) 2.304 Minutes Tt=[(11.9*0.0214Aij/( 0.55)]A.385= 2.30 Total initial area Ti 3.71 minutes from Figure 3-3 formula plus 2.30 minutes from the Figure 3-4 formula 6.01 minutes Rainfall intensity (I) = 4.210(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 1.392(CFS) Total initial stream area = 0.380(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 375.000 to Point/Station 380.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 407.500(Ft.) Downstream point elevation 404.300(Ft.) Channel length thru subarea 172.000(Ft.) Channel base width 10.000(Ft.) Slope or 'Z' of left channel bank = 10.000 Slope or 'z' of right channel bank = 10.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.017 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = l.963(CFS) Depth of flow = 0.084(Ft.), Average velocity Channel flow top width = 11.672(Ft.) Flow Velocity = 2.17(Ft/s) Travel time 1.32 min. 1.963(CFS) 2.168(Ft/s) I I 1 I I I I 1 I I I 1 I I 1 .1 I I Time of concentration = 7.34 min. Critical depth = 0.103(Ft.) Adding area flow to channel Decimal fraction soil group A = Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 0.000 0.000 0.000 1.000 Rainfall intensity = 3.703(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.661 Subarea runoff = 1.057(CFS) for 0.380(Ac.) Total runoff = 2.449(CFS) Total area Depth of flow = 0.095(Ft.), Average velocity = Critical depth = 0.118(Ft.) 0.760(Ac.) 2.350(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 380.000 to Point/Stati'on 365.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 404.300(Ft.) Downstream point/station elevation 403.800(Ft.) Pipe length 56.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 2.449(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow " 2.449(CFS) Normal flow depth in pipe = 7 .59 (In". ) Flow top width inside pipe = 11.57(In.) Critical Depth = 8.03(In.) Pipe flow velocity = 4.68(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 7.54 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 385.000 to Point/Station 365.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 7.54 min. Rainfall intensity = 3.640(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.905 Subarea runoff 0.845(CFS) for 0.280(Ac.) Total runoff = 3.293(CFS) Total area = 1.040(Ac.) I I I I I I I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 385.000 to Point/Station 365.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.040(Ac.) Runoff from this stream 3.293(CFS) Time of concentration = Rainfall intensity = Summary of stream data: 7.54 min. 3.640(In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 19.489 9.93 3.046 2 3.293 7.54 3.640 Qmax(l) 1. 000 * 1. 000 * 19.4,89) + 0.837 * 1. 000 * 3.293) + 22.245 Qmax(2) 1. 000 * 0.759 * 19.489) + 1. 000 * 1. 000 * 3.293) + 18.082 Total of 2 streams to confluence: Flow rates before confluence point: 19.489 3.293 Maximum flow rates at confluence using above data: 22.245 18.082 Area of streams before confluence: 6.780 1.040 Results of confluence: Total flow rate = 22.245(CFS) Time of ·concentration 9.932 min. Effective stream area after confluence 7.820 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 365.000 to Point/Station 390.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 403.800(Ft.) Downstream point/station elevation 403.300(Ft.) Pipe length 113.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 22.245(CFS) Nearest computed pipe diameter 30.00(In.) Calculated individual pipe flow 22.245(CFS) Normal flow depth in pipe = 20.58(In.) Flow top width inside pipe = 27.85(In.) Critical Depth = 19.24(In.) Pipe flow velocity = 6.20(Ft/s) Travel time through pipe = 0.30 min. Time of concentration (TC) = 10.24 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I I I I I I I I I I I I I I I I I I I Process from Point/Station 395.000 to Point/Station 390.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 The area added to the existing stream causes a a lower flow rate of Q = 21.106(CFS) therefore the upstream flow rate of Q = 22.245(CFS) is being used Time of concentration = 10.24 min. Rainfall intensity = 2.988(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 7'.064 Subarea runoff = O.OOO(CFS) for 0.300(Ac.) Total runoff = 22.245(CFS) Total area = End of computations, total study area = 8.120 (Ac.) 8.120 (Ac.) I I I I I I I I I I I I I I I I I I I San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 09/21/07 3219.10 BRESSI COMMERCIAL PA 15 SYSTEM 500 -PROPOSED CONDITIONS 10 YEAR STORM SEPTEMBER 04, 2007 ********* Hydrology Study Control Information ~********* Program License Serial Number 4049 Rational hydrology study storm event year is 10.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation (inches) = 1.800 24 hour precipitation(inches) = 3.200 P6/P24 = 56.3% San Diego hydrology manual 'C' values use? ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 500.000 to Point/Station 505.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance 40.000(Ft.) Highest elevation = 409.790(Ft.) Lowest elevation = 409.680(Ft.) Elevation difference = 0.110(Ft.) Slope 0.275 % USER ENTRY OF INITIAL AREA TIME OF CONCENTRATION Time of Concentration = 5.00 minutes Rainfall intensity (I) = 4.743(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.041(CFS) Total initial stream area = 0.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I I I I I I I I I I I I I I I I I I I Process from Point/Station 505.000 to Point/Station 510.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 409.680(Ft.) Downstream point elevation 405.600(Ft.) Channel length thru subarea 215.000(Ft.) Channel base width 10.000(Ft.) Slope or 'z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel Mahning's 'N' = 0.017 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = 0.325(CFS) Depth of flow = 0.029(Ft.), Average velocity Channel flow top width = 10.115(Ft.) Flow Velocity = 1.12(Ft/s) Travel time 3.19 min. Time of concentration = 8.19 min. Critical depth = 0.032(Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 0.000 0.000 0.000 1. 000 0.325(CFS) 1.125 (Ft/s) Rainfall intensity = 3.451(In/Hr) for a 10.0 year storm Effective runoff coefficient used for tot~l area (Q=KCIA) is C = 0.870 CA = 0.148 Subarea runoff = 0.469(CFS) for 0.160(Ac.) Total runoff = 0.510(CFS) Total area Depth of flow = 0.038(Ft.), Average velocity Critical depth = 0.043(Ft.) End of computations, total study area 0.170 (Ac.) 1.345(Ft/s) 0.170 (Ac.) I I I I I I I I I I I I I I I I I I I 3219.00 BRESSI COMMERCIAL RATIONAL MEmOD MINOR SYSTEM HYDROLOGIC CALCULATIONS 2 YEAR STORM EVENT 2 Year Rainfall Event 6-hour (P 6): 1.3 2 Year Rainfall Event 24-hour (P24): 2.0 Node Area Tc Intensity* Numbers (acres) (min) (in/hr) 400-405 0.58 5 3.43 410-405 0.80 5 3.43 Finnila Place 0.25 5 3.43 10 YEAR STORM EVENT 1 0 Year Rainfall Event 6-hour (P 6): 10 Year Rainfall Event 24-hour (P24): Node Area Tc Numbers (acres) (min) Finnila Place Patio 0.58 5 Finnila Place 0.80 5 345-335 0.25 5 1.8 3.2 Intensity* (in/hr) 4.74 4.74 4.74 Runoff Discharge Coefficient (fe/s) 0.87 1.73 0.87 2.38 0.87 0.74 Runoff Discharge Coefficient (ft3/S) 0.87 2.39 0.87 3.30 0.87 1.03 *Note: Intensity.calculated from Figure 3-2 in 2003 San Diego County Hydrology Manual I I I I I I I' I I I I I I I I I I ·1 I APPENDIX 4 Supplemental BMP Information I I I I I I I I I I I I I I I I I I I Treatment BMP POOR QUALITY· ORIGINAL ·5 - - -- --- !!itormwater Interceptors In response to new federal, state and local stormwater regulations, Jensen Precast is continuing to develop a line of stormwater interceptors to meet best management practices (BMP) requirements. JPHVlllM slormwater interceptors are recommended to reduce pollutants in stormwater flows originating on streets and patldng lots. Our }PHVII ™ stormwater interceptors are the most effective protection that is economically available. JPHVIF'" stormwater interceptors are designed to remove up to 90% of all TSS particles above the 100 micron range. The enclosed copyrighted material offers an engineered method of sizing stormwater interceptors to help achieve acceptable discharge. We will be happy to explain in greater delail any questions you may have on sizing, utilization, or modification to meet your specific need. Pleasc feel frce to call us for more information at any of our listed locations or visit at jensenpreeast.com. Features: Grade Designs for Parking GaragesAvailable lJ:'lOa[aOle Storage Area Above liquid Depth Adjustable Risers, Covers and Grates DeliveredAnywhere, Set in Place Manufacturer DesignAssistance Bury Designs Available Mechanical Equipment CEn~ineered Bypass System Rated Design External Manholes New Compact Design Internal Control Weir Site Specific Design Multiple Influents Oil Sorbent Mats NDTICE TD U!!iER To the best of our knowledge, the products and dimensions in this catalog are accurate at the time of publication. Jensen ,Precast reserves the right to change products, product dimensions, or technology presented herein because of ongoing research and development in this product line. Please consult Jensen Precast at the time of any project to confirm product dimensions or to be advised of any product updates. Additional Design Information. Drawings,& Data at: www.jensenprecast.com -- North.", Nevada 625 Bergin Way Sparks.NV 89431 (775) 359·6200 (800) 648·1134 7210 Highway 32 Orland, CA 95963 (800) 709·3000 12404 Locke Road lockeford, CA 95237 (209) 727·5573 " .• " 299 Beck Ave. Fairfield, CA 94533 (707) 429·5500 Arizona 1441 North VIP Blvd. Casa Grande, AZ 85222 (520) 316·0373 4801 E. Wyoming St. Theson, AI. 85706 (520),]48·1607 HawaII 1255 Nuuanu Ave. Suite C·l040 Honolulu •. HI 96817 (808) 528·1175 , JE,!!!!H. -- ----- - -- ------- ---- - -------fA6T&DI lNrCR~l=>1Oe NOTES: 1. MINIMUM GROSS TREATMENT HAZEN'S SURFACE AREA LOADING RATE (SALR) SHALL BE NOT EXCEDE SIX (6) 19'-6~"::=;;l GALLONS PER MINUTE PER SQUARE FOOT. THE SALR SHALL BE CALCULATED BY DIVIDING THE TREATMENT FREE , 1" SURFACE AREA IN SQUARE FEET BY ~ --~21 13'-4~" THE DESIGN FLOW RATE IN GALLONS TYP. 1'-4" PER MINUTE. NO EXCEPTIONS SHALL BE / P3 I PO ALLOWED. ~4" HOPE =Fl 1,2'"". '""'A"LL"'E"'X"'TE""R"'N"A'L-;pwIP"'I"N"G'T"'O"'"BE;=-"SiTUP5ipSTL"IE'niD I BY OTHERS. PO 4'-8" TYP. 3. OIL SORBENT MATS TO BE EQUIPPED 24" HOPE / 0 0 WITH RETAINING CORD AND RING, /' 0 I SECURED TO OR UNDER FRAME AND 7'-3"· • ---' 9'-4" COVER, FOR HAND ACCESS BY OTHERS. ~ PARTIAL PLAN L ~ ~ 4. DESIGN LOAD: H-20 TRAFFIC FROM" ~ • TO 4' OF COVER. FOR OTHER DEPTHS, . SPECIAL LOADINGS, AND COMPLETE U DESIGN INFORMATION, CONTACT JENSEN 30" DIA. CAST IRON Ips LJLPR_E_C_A_S_T. _________ ---' RING AND COVER fI.A!I 24" DIA. CAST IRON WARNING: , RING AND COVER THIS INTERCEPTOR IS A CONFINED SPACE. 30" DIA GRADE RINGS -EL. 400.00 fL--" F==l' n ATMOSPHERE MAY BE HAZARDOUS. DO . TO GRADE~ 24" DIA. GRADE NOT ENTER WITHOUT PROPER EQUIPMENT. I-t---RINGS TO GRADE, R FOLLOW O.S.H.A. CONFINED SPACE ENTRY - -TYP 2. PROCEDURES BEFORE ENTERING. -I----7'-8" i-I---I--- i- EL. 392.41' I---I-EL. 392.33' Site Information .~ ~, ' t :=ii~n:~~ 9,5~·:~ 6'-0" f"lt. Peak RunoffQ 27.00 efs EL 38724' PO P3 EL. 387.22' ~ 9'-3" Water Table Elevation .00' ".-:= EL. 386.41' s PS J Po I 24hdpe 387.24' . P3 124hdpe 387.22' I , Mats Required 1 EL. 383.08 --~" -I-~" ~ 1--4'-9" 7'-4" ~. 7'-4" t..--------19'-6~"--------' flIllEIl£ APPROVED BY DATE WARNING: "';essi Commercial JEnSEn. ~~D~~~~i~ER:~~~~~~g~~~E~~~~~D Carlsbad, CA ... ".::r;:,:,r ENTERPRISES. ANY USE OF THE DATA WITHOUT THE JPHVII-6x8x2-DB .. ~~ ~~~~~~~~~~~i~:e"d;~g'(f~;:Ro~~~~~~H~~W;r 0702~ 1782-F ,AX "'~ ..... H ~r;i;'1 ~;;;j;71 1-:' ~~EI7rslY 1Q1Gl.1~~ ~ o ~ o a. a. «I CD :c I I ~ IX) x <01 0 1 N co " 'I N o " o -- -- I PO 24" HOPE ~ ~ • PARTIAL PLAN 30" DIA. CAST IRON RING AND COVER. GRADE RINGS, TO GRADE ~ EL,394.47'--.• END VIEW - fL - ----- --WEsreDl lNT~~PI02 .-------1Q"-a"------.., GROUT OR BOOT AS REO'D, TYP. 2 PLACES 30" DIA. CAST I~ON RING AND COVER. 1'-7" 1'-11" TYP. 4'-11- 24" DIA. CAST IRON RING AND COVER. 1'-4'" EL.400.45'--jj ~ 1S;r--'K-r i' i ?J EL.398.31, __ I i "I J - Po P3 ---- NOTES: 1. IMINIMUM GROSS TREATMENT HAZEN'S SURFACE AREA LOADING RATE (SALR) SHALL BE NOT EXCEED SIX (6) GALLONS PER MINUTE PER SQUARE FOOT. THE SALR SHALL BE CALCULATED BY DIVIDING THE TREATMENT FREE SURF ACE AREA IN SQUARE FEET BY THE DESIGN FLOW RATE IN GALLONS PER MINUTE. NO EXCEPTIONS SHALL BE ALLOWED. 2.IALL EXTERNAL PIPINGSHALL BE SUPPLIED BY OTHERS. 3.lolL SORBENTMATs SHALL Bt EQUIP'PED WITH RETAINING CORD AND RING, SECURED TO OR UNDER FRAME AND COVER, FOR HAND ACCESS BY OTHERS, 4.IDESIGN LOAD: H-2D TRAFFIC FROM I' TO 5' OF COVER. FOR OTHER DEPTHS, SPECIAL LOADINGS, AND COMPLETE DESIGN INFORMA1l0N, CONTACT JENSEN PRECAST. WARNING: THIS INTERCEPTOR IS A CONFINED SPACE. ATMOSPHERE MAY BE HAZARDOUS. DO NOT ENTER WITHOUT PROPER EQUIPMENT. FOLLOW O.S.H.A. CONFINED SPACE ENTRY PROCEDURES BEFORE ENTERING. Site Information Rational C 0.87 Basin Area 1.90 ac Peak Runoff Q 8.24 cfs Finished Grade Elevation 400.45' Water Table Elevation 91.80' I 24hdpe 394.47' 394.14' ~ o ci :;:: o Il. Il. 5 is o on ~I OJI N <0 " I N o " o - p~" ;l~·· EL.391.81' --, J -EL.394.14' I 24hdpe Mats Required ? SIDE VIEW WARNING: APPROVED BY Bressi Commercial <:arlsi;Jad. CA JPHVII-1500 0702.....,1782-F . - DA'fE JE'J,I",'i1l. .. ao DlHI MOlE SPARKa. NY U4!1 (7111) Ua-27oa FAX (7711) a52·IJl4 2D07-JENSEN PRECAST INFORMATION CONTAINED HEREON IS THE PROPERTY OF JENSEN PRECAST ENTERPRISES. ANY USE OF THE DATA WITHOUT THE EXPRESSED WRITTEN APPROVAL FROM JENSEN PRECAST ENTERPRISES IS PROTECTED UNDER COPYRIGHT LAWS !=;-;;;;;"""+:"""''''''''.,--.,=--I-.",;o-r;;;=,.,------; ... = .... ,.------I 0702-178LBJSOOUppO'g d.g I I I I I I I I I 'I I I I I I I I I I Jensen Precast JPHVII-with HB Hydraulic Calculations Bressi Commercial-Carlsbad. CA East Interceptor Feb/Oe/07 Job # 0702-1782-F Brinton Swift-Project Design Consultants Rev. Nov/02/07 Input Data By Note: Salesperson: Alistair Muller . Sit$ Erlgirieer to Co"nfirm Flow and Elevation Informatio-o Rational C 0.87 Basin Area (ac) 9.50 Peak Intensity (in/hr) 3.27 P~ak Runoff Q (cfs) 27.00 " . Treatment Intensity (in/hr) (el 0.21 . Treatment Q (cfs) 1.70 Peak Runoff Q (gpm) 12109.50 Treatment Q (gpm) 762.45 Po Influent pipe 24hdpe P3 Effluent pipe 24hdpe Po Invert Elevation(ft) 387.24 P3 Invert Elevation (ft) 3~7.22 Submerged Control Orifice Head Loss "Orifice Formula" head in Feet o Vel. FPS Q in CFS Area Sq. Ft. Dia. Inches C 0.61 Orifice C = Sharp-Edgl'ld 3.509 9.17 1.70 0.19 5.831416391 Submerged P1 Entry Head Loss "Orifice Formula" h in Feet Vel. FPS Q in CFS Area Sq. Ft. Dia. Inches C 0.82 Orifice C = Square Edged 0.243 3.25 1.7 0.52 9.8 Dip Tube P2 Entry Head Loss "Orifice Formula" h in Feet Vel. FPS Q in CFS . Area Sq. Ft. Oia. Inches G 0.73 Orifice C = Re-Entrant Tube 0.307 3.25 1.7 0.52 . 9.8 P1 Pipe Hydraulic Loss, Hazen Williams Formula 150 "C" Plastic Pipe . hin Feet Q in CFS "C" ID inch 0.002 1.70 150 3.25 FPS Full Pipe Velocity 9.8 10 ft. 0.82 Length 0.5 48 Inch Weir length of 6" wide Broad-Crested Weir (h) in feet h in Feet 1.62 19.39 Assume Approach Velocity near Zero at 3*h Upstream of Weir Crest Q in CFS 25.30 head in Inches "C" Length Ft. 3.08 4.00 0.0425 feet PO Velocity Head @ Full Flow 0.51 inch PO Velocity Head @ Full Flow 3.9 Vel. FPS over Weir Note: Outlet Control Orifice is set horizontally in the discharge tee below discharge invert. Treated flow is calculated at maximum probable hydraulic grade line (HGL) based on limited information. Because of variable site conditions beyond Jensen Precast control the actual treated flow may vary with influent flow and any tailwater elevation above the bypass pipe springline at outlet box. © 2007 Jensen Precast Information contained herein is the property 0f Jensen Precast, Any use of the data without the expressed written approval is protected under copyright laws. S:\JOBS\0702\0702-1782-F Bressi Commercial\0702-1782_D _ 6x8x211-HB_HydCalcs.xls Page 1 I I I I I I I I I I I I I I I I I I I 1N162CEPIt)! Jensen Precast Interceptor Hydraulic Calculations Bressi Commercial· Carlsbad, CA West Interceptor Feb/09/07 Job # 0702-1782-F Input Data By Brinton Swift-Project Design Consultants Note: Rev. Octl31 107 Salesperson: Alistair Muller JPHV 150011 Stormwater Interceptor .~ .. ::;',.:,:~,:: :',.,. : Sit~ Engineer to Confirm Flow and Elev~tion Information .!·"·:i: .;." ~ati'6nal p 0.87 Ground Water Elevation (ft) 91.8 BasH; Area (ac) 1.90 ' , . . . Pe:ak liitel1sity (in/hr) 5.44 . .. . . Peak Runoff Q (cfs) fr~atm~rit Intensity (in/hr) 0.18 9.00 Peak Runoff Q (gpm) 4036.50 -. -, -, .-, . Treatment Q (cfs) 0.30 Treatment Q (gpm) 1.34.55 " Po Influent pipe 24hdpe P3 Effluent pipe 24hdpe Po Invert Elevation(ft) 394.47 P3 Invert EIevation (ft) 394.14 :-" ;': Interceptor and He.adworks ,. .' ... :; -' '.\: .. ' ... , ~im Elevation (ft) 400.45 Bury Depth (ft) 2.14 144 " Control Weir :-' ,.'!' ...... ' , . '-;: .::' ".. VaultTop Elevation (ft) 398.31 ; :;, ,';''':-;:,'.' '" ,;'.. Vault Base Elevation (ft) 391.81 .. '.' . :,.~' Internal Depth of Interceptor (ft) 5.00 ", .: 'Total Voi." 1194 Gallons At:tive Vol. 605 Gallons Weir Top Elevation (ft) Max Bypass Water Elevation (ft) Max Bypass'O (cfs) 9.5 DetentiOn at f0ax Bypass Q 9.0 Minute Fill to Bypass Submerged Control Orifice Head Loss "Orifice Formula" 396.76 397.14 8.70 head in Feet =(Q/C*A"212g Velocity in FPS = C(2gh)A1/2 C = Entry Coefficient, A Area in Sq. Ft., g = 32.174 O· Vel. FPS Q in CFS Area Sq. Ft. Dia. Inches C Orifice C = Sharp-Edged 2.672 8.00 0.30 0.04 2.62227701 0.61 Submerged P1 Entry Head Loss "Orifice Formula" h in Feet Vel. FPS Q in CFS Area Sq. Ft. 0.062 1.64 0.3 0.18 Dip Tube P2 Entry Head Loss "Orifice Formula" h in Feet Vel. FPS Q in CFS Area Sq. Ft. 0.078 1.64 0.3 0.18 P1 Pipe Hydraulic Loss, Hazen Williams Formula head in Feet =( 4.73*QJ\1.85*L)1 (CJ\1.85*DJ\4.87) h in Feet 'Q in CFS "C" 10 inch 0.007 0.30 150 5.8 1.64 FPS Full Pipe Velocity Dia.lnches 5.8 Dia. Inches 5.8 C 0.82 C 0.73 Orifice C = Square Edged Orifice C = Re-Entrant Tube 150 "e" Plastic Pipe ID ft. Length 0.48 4.33 144 Inch Weir length of 6" wide Broad-Crested Weir (h) in feet = (Q/L *C)J\213 Assume Approach Velocity near Zero at 3*h Upstream of Weir Crest h in Feet Q in CFS "C" Length Ft. 0.38 8.70 3.08 12.00 4.57 head in Inches 0.0142 feet PO Velocity H.ead @ Full Flow 0.17 inch PO Velocity Head @ Full Fiow 1.9 Vel. FPS over Weir Note: Outlet Control Orifice is set horizontally in the discharge tee below discharge invert. Treated flow is calculated at maximum probable hydraulic grade line (HGL) based on limited information. Because of variable site conditibns beyond Jensen Precast control the actual tr~ated flow may vary with influent flow and any tailwater elevation above the bypass pipe spring line at outlet box. © 2007 Jensen Precast Information contained herein is the property of Jensen Precast. . Any use of the data without the expressed written approval is protected under copyright laws. S:\JOBS\0702\0702-1782-F Bressi Commercial\0702-1782_ C _1500Jl_HydCalcs.xls I I Jensen Precast JPHVI 6x8x2 IHB I I I Bressi Commercial-Carlsbad, CA East Interceptor I Target Particle Size Calculations Find optimum sand particle size removed with JPHV utilizing Hazen's Surface Area Loading Rate aild Stoke's Law. Assume uniformllaminar) flow regime. Terminal Velocity Nt) = Q 1 A Captured particle target settling rate (Vt) is equivalent to treatment flow rate divided by the surface area as I predicted by Hazen's Loading Rate. Therefore, the active volume depth in feet I drain down time in minutes is equivalent to the design settling velocity. Stoke's Law states Vt=(g (dA2)(Ps-p))/18J,1. I It follows that the targeted particle diameter, dp=.J [Vt(18J,1)/(g(ps-p))] water ynamlc Kinematic I For Demonstration Only Temperature ViscosilY - : ViscosilY - - t .l!.. V 10-5 10-5 Given: (OF) (Ib.s/ft2) (ft2/s) I Design Surface Area 1 (tr) 32 :;3.73E-05 1.92E-05 . Average Volume Depth 4.63 (Desigo Volume fe) 40 3.23E-05 1.66E-05 Detention Time 7.34 (min) 50 2.73E-05 1.41 E-05 Detention Time 0.12 (hr) 60 2.34E-05 1.21E-05 I Effective Surface Area 90% 70 2.03E-05 1.05E-05 Net Surface Area Loading Rate 4.721 (gpm/ft2) Gross Surface Area Loading Rate 5.246 (gpm/ft2) I Particle Terminal Velocity Vt 0.7013 (fpm) Acceleration of Gravity g 32.2 (ft/s2) Target Particle Specific Gravity 2.65 I Density of Sand Ps 165.36 (Ibm/ft3) Density of Water p 62.4 (lbm/ft3) Temperature of Water 70 ('F) Kinematic viscosity (v) 1.05E-05 (tr/s) I Target Particle dp 2.04E-04 (ft) Target Particle dp .§Q,Q1 (microns) I Percentage Removal Calculations Particle removal in dynamic settling condition: Fair, Geyer and Oku.n (1958) research on settling basin dynamics .. describes the fraction of sediment particle removal froJ!l the water column as a function of the settling velocity, the I hydraulic surface loading rate, and the basin performance. Thi.s principle was experimentally verified by Guo'(1976) and was found to apply in rectangular vaults.' . . . Rs = 1.0 -[1.0 + (n)(Vs/(QJA)]A(-1/n) Rs = fraction of solids of given settling velocity removed under dynamic conditions I Vs = settling velocity of a sediment particle (fps) Qt = treatment flow-through rate (cfs) A = vault water surface area (ft2) I n = short circuiting and turbulence factor, where n = 1 significant and n = 1/8 insignificant Design Particle Diameter 110 microns Vs (ft/s) 3.65E-02 dp (ft) 3.61E-04 I Qt(cfs) 1.05E-02 A (ft2) 9.00E-01 n 1/3 Performance Factor I 1.·:::;.:;:\:~;J?t:;'~r"~/;:;r..:,.:~·:·' :'. '.-. .' (! ., ; ~):: v-·.s8~26?lo ;';" r;~:F@~t)on ·of;Sofid~:R~moye:d'~~;' :;~~:, >':~~: :.': ':;~::!~:"2:;~,~" • ;~;:;<\~.~!:.~':-••• "' .( ...... _.. ,_.' .1. ..... 1.< ... ,_,... • Copyright Information © 2007 Jensen Precast All Rights Reserved. All materials appearing as Jensen Precast site documentation and the like are protected by copyright as a collective work or compilation under U;S. copyright and. I other laws and are the property of Jensen Precast or the party credited as the provider of the content. S:IJOBSI070210702-1782-F Bressi CommerciaIl0702-1782_D_6x8x2I1-HB_HydCalcs.xls 11/212007 I I JN~ I Jensen Precast JPHV! 150011 ! ! J I I Bressi Commercial-Carlsbad"CA West Interceptor Target Particle Size Calculations Find optimum sand particle size removed with JPHV utilizing Hazen's Surface Area Loading Rate and Stoke's Law. I Assume uniform (laminar) flow reqime. Terminal Velocitv (V.) = Q 1 A Captured particle target settling rate (Vt) is equivalent to treatment flow rate divided by the surface area as predicted by Hazen's Loading Rate. Therefore, the active volume depth in feetl drain down time in minutes is equivalent to the design settling velocity. I Stoke's Law states Vt=(g (dA2)(Ps-p»/18p. It follows that the targeted particle diameter, dp=.J [Vt(18JJ)/(g(ps-p))) VVaLer vnamlc Kinematic I For Demonstration Only Temperature Viscosir,:-Viscosir,:- -t JL V 10-5 10-5 I Given: (OF) '(lb.s/ft2) (fi2/s) Design Surface Area 1 (ff) 32 3.73E-05 1.92E-05 Total Volume Depth 3.31 (Design Volume fe) 40 3.23E-OS 1.SSE-OS Detention Time 9.47 (min) so 2.73E;.OS 1,41E-OS I Detention Time 0.16 (hr) so 2.34E-OS 1.21E-OS Effective Surface Area 90% 70 2.03E-OS 1.0SE-OS Net Surface Area Loading Rate 2.612 (gpmltr) I Gross Surface Area Loading Rate 2.902 (gpm/ff) Particle Terminal Velocity Vt 0.3880 (fpm) Acceleration of Gravity g 32.2 (ft/s2) Target Particle Specific Gravity 2.65 I Density of Sand Ps 165.36 (Ibm/ft~) Density of Water p 62.4 (lbm/ft3) Temperature of Water ,70 ('F) I Kinematic viscosity (v) 1.0SE-OS (tr/s) Target Particle dp 1.52E-04 (ft) Target Particle dp 44.64 (microns) I Percentage Removal Calculations Parti~le ren'lova~ in dynaniic settling condition: Fair, Geyer and Okun (1958) rese,ar:ch ~m settling basin dyn~mics describes the fraction of sediment particle removal from the water column as a function of the settling velOCity, the I hydraulic surface loading rate, and the basin performance. This principle was experimentally verified by Guo (1976) and was found,to apply in rectangular vaults. Rs = 1.0 -[1.0 + (n)(Vs/(QtfA)]A(-1/n) I R. = fraction of solids of given settling velocity removed under dynamic conditions Vs = settling velocity of a sediment particle (fps) Qt = treatment flow-through rate (cfs) A = vault water surface area (tr) I n = short circuiting and turbulence factor, where n = 1 Significant and n = 1/8 insignificant Design Particle Diameter 100 microns Vs (ft/s) 3.02E-02 dp (ft) 3.28E-04 I Qt(cfs) 5.82E-03 A(tr) 9.00E-01 n 1/3 Performance Factor I ~:(I'1' :ij;;'H~:~j~i;S::ii~, ,If!m:;j;!::){::5;::G~'::,~;;1~'!::~m;;;',)i94;02,o/.o':n~miJ~r,~~tign;9f;~~!,q~JR~m§Y~~k1)1~~;~r.i~:;j~;~$\l;;;;~~~jj~jt:~~~\t:;jj;!~!i(~mj Copyright Information © 2007 Jensen Precast All Rights Reserved. All materials appearing as Jensen Precast site I documentation and the like are protected by copyright as a collective work or compilation under U.S. copyright and other'laws and are the property of Jensen Precast or the party credited as the provider of the content <::·\.I()R! -1782-F R .... ~~i _17R? C150011 ~vrlr.",,,,,, vI", _t'l2I 2007 - I I I I I I I I I I I I I I I I I I I I DESCRIPTION The Ultra -Urban® Filter with Smart Sponge® developed and manufactured by AbTech Industries, is an innovative low-cost BMP that helps meet NPOES requirements with effective filtration, efficient application, and moderate maintenance. The Ultra-Urban Filter absorbs oil and grease and captures trash and sediment from Stormwater runoff before it enters the storm drain system. The Ultra-Urban Filter is ideal for municipal, industrial, and construction applications. The filter comes in two standard designs; one a modular unit geared toward curb inlet openings, and the other, a single unit deSigned for typical drop-in catch basin drains. The Ultra-Urban Filter, made of a high strength corrugated recycled content plastic, is designed for use in storm drains that experience oil and grease pollution accompanied by sediment and debris. Trash and sediment accumulate in the upper basket chamber while oil and grease are absorbed in the filtration media. PERFORMANCE Field and laboratory tests have confirmed the capability of the Smart Sponge to absorb, depending on the type of oil contaminant, up to five times its own weight and remove 70% to 95% of the hydrocarbons present in Stormwater runoff, typically in the range of 5 to 30 mg/liter (ppm). The captured oil is perma- nently bound within the Smart Sponge, eliminating leaching and allowing for easy disposal of the filtration media. Flow rates through the C01414 filters exceed 200 gpm. Flow rates through the filters exceed 500 gpm for the 012020 series at installation. INSTALLATION MAINTENANCE The Ultra-Urban Filter is easily installed. Instal- lation time varies depending upon mounting devices selected. A single mounting bracket made of 16-gauge galvanized· steel is required for the installation of the Curb Opening (CO) series. The Ultra-Urban Filter should not be installed where modules obstruct the drain pipe outlet. The size of the drain should allow room for stormwater overflow. The Orain Inlet (01) series Ultra-Urban Filter will suspend from the drain into the catch basin through a structural plastic mount and funnel mechanis~ (see draw- ings). The Ultra-Urban Filter should be serviced as needed to remove sediment and debris, according to expected debris accumulation. The sediment and debris can be quickly vacuumed out of the modules through the opening of the drain with conventional maintenance eqUipment. For example, a curb inlet with four to five Ultra-Urban Filter modules can be typically serviced in 10 minutes or less. Under normal operating conditions the Ultra-Urban Filter should be replaced every 1-3 years. I I I I I I I I I I I I I I I I I I smart sponge 0 ESC RI PT ION .AbTech developed the Smart Sponge technology based on its proprie- . tary blend of synthetic polymers aimed at removal of hydrocarbons and oil derivatives from surface water. AbTech's process creates a very porous structure (see Figure A) with hydrophobic and oleophilic characteristics capable of selectively removing hydrocarbons while al- lowing high flow through rates for water. As hydrocarbons are ab- sorbed into its structure, the Smart Sponge® swells and maintains po- rosity and filtering capabilities. Figure A (1,000 X) Field and laboratory tests have confirmed the Smart Sponge capability to absorb, depending on the type of oil contaminant, up to five times its own weight and remove 75% to 95% of the hydrocarbons present in Stormwater runoff, typically in the range of 5 to 30 mg/liter (ppm). The absorption is per- manent and the saturated product does not leach or leak contaminants, transforming the contami- nant -in most cases -into a solid waste with lower disposal costs. ~~~~~ During the past couple of years, Ab-.---------------""1 Tech has worked on the development of an antimicrobial technology. ~ O~~~iJllnequlltcmllryrunine ,~I<tktulnr Structure: Smart Sponge Plus features a pro-elf, o (,11, prietary antimicrobial agent chemi-I I cally and permanently bound to the ell,o-f--·(CH,Jl-it..-(ClI,~,-rn, Smart Sponge polymer surface and 9 ell, therefore does not leach or leak, err, avoiding any downstream toxicity I".",;;s.;.;ur!:.;.;a.;.;<c..,;.m..,;.ld.;.;ifi..,;.lc..,;.ati..,;.oD...;.....,;.A_Dru_·IlI_'C..,;.ro.;.;bi,;.;81_,..---I issues. The antimicrobial mechanism FigureB is based on the patented agent's interaction with the microorganism cell membrane, causing the microorganism disruption (see Figure C), but no chemical or physical change in the agent. Antimicrobial activity does not reduce the agent capability or cause its depletion and, therefore, maintains long-term effectiveness. Additionally, the hydrocarbon absorption capability is not inhibited. • Microbial reduction efficiency will vary depending on colony size, flow rates and site specific condi- tions. • Consistent positive reduction in microbial concentration realized in laboratory setting and field test- ing sites in the United States. Larger scaled field deployment and data generation prqjects are ongoing. TARGETED MICROORGANISMS • Enterococcus • Coliforms -Fecal coliform -Escherichia Coil 1<',h\ICHtS 'Of smartsRg",ge I I 1 I· I I I I I I I I I I I I I I I ULTRA-URBAN® FILTER DRAWINGS Complete product drawings for each model available from AbTech in CAD or PDF format, ~ r~~~-'-"nt«)-~ ~-'-;;~ >:>1 Ie> I t <!:J 'i:) e> ~ !!J '" <JJ W (!:l ,J b I ® ® I ... "'" I I I ® Q Gl i I I @ ® ® ® @ 0 I ~ , (~)-('1 1':1 I ~) (;) , (,) ! I': ::;1 tjo-t!«J C01414N Side & Front View ULTRA-URBAN® FILTER KEY FEATURES Part # Descri tion Dimensions Curb Opening Module: ~. '" <!l <!) ""'''' ~u_, j <l1 ¢-(!?_ 0 L.._lf=iH=="':::" ==,"':::' ==$=.:---i 1-<'-__ 't4'.t~i\~ ~~~. DI2020N Trash & Debris Capac- it C01414N ~~~~~~3Dy,44~"~x~1~40y,44'~';x2222~~7'''-':2<~~15j5~~~~~~~A4~~~J5ft3~ }4" x 14}4" x 21 11 4" x 19%" x 21 1/8" x 21 1/8" " x 13 3/8" 9}4" x 21 1/8" " x 13 Each of the above available with Smart I I I ,I I I I I I I I I I I 1 I I I I DISPOSAL OPTIONS AbTech's Smart Sponge technology transforms liqUid hydrocarbons into 9 stable solid' . The handling and disposal of this solid waste is less expensive and less problematic than that of other plastic and organic solvents which leach and leak hydrocarbons back into the environment. The following waste disposal and resource recovery industries will accept spent Smart Sponge for disposal and/or recycling. • Waste-to-Energy Facilities -A specialized segment of the solid waste industry will use spent Smart Sponge as an alternative fuel in the production of electricity. WTE is acknowledged at the federal level as a renewable energy source under ,the Federal Power Act, Title IV of the Clean Air Act. WTE is a participant in the Department of Energy's National Renewable Energy Program. • Cement Kilns -This industry will use the spent Smart Sponge as an alternative fuel in the production process of Portland Cement. This process is considered a beneficial reuse of waste products. The BTU value of spent Smart Sponge is . consistently above the average acceptable levels set for this high temperature. • Landfills -The ability of Smart Sponge to transform liquid hydrocarbons into a solid waste makes for less expensive and easy disposal. Spent Smart Sponge generated from the AbTech laboratories have been classified as a solid waste and are acceptable at Subtitle D Landfills2• IGenerators of spent Smart Sponge will need to have their waste analyzed, tested. and classified to de~ermine the generator's particular waste. According to testing performed for Ab Tech Industries. spent Smart Sponge soaked with petroleum hydrocarbons are transformed into solid wastes. Ab Tech does not take any responsibility for the generator's waste classification for handling, transport and the ultimate disposal or recycling of the waste. The generator must always classify and characterize its own waste. 2 Spent Smart Spongo generated from the AbTech laboratories with a multitude of liquid petroleum hydrocarbons have passed the EPA Toxicity . Characteristic Leachate Procedures and Paint Filter Test. These tests are used in determining the amount of liquid waste and a11Y free liquids present that may be released into the landfill environment. FOR MORE INFORMATION CONTACT: ·rtbTech INDUSTRIES 4110 N Scottsdale Rd" Suite 235 Scottsdale AZ 85251 480.874.4000 1.800.545.8999 www.abtechindustries.cQm I I I I I I I I I I I I I I I I I I I Smart Sponge® and Antimicrobial Smart Sponge® Plus AbTech's Smart Sponge® technology is at the heart of its product innovation. Its unique molecular structure is based on innovative polymer technologies that are chemically selective to hydrocarbons and can destroy bacteria. Smart Sponge® fully encapsulates recovered oil, resulting in a substantially more effective response that prevents absorbed oil from leaching. It is also capable of removing low levels of oil from water, thereby successfully removing sheen. In addition, the Smart Sponge® remains buoyant in calm or agitated water, permitting it to remain in place until fully saturated and resulting in no wasted product. Once oil is absorbed, the Smart Sponge® transforms the pollutants into a stable solid for easy recycling, providing a closed-loop solution to water pollution. Smart Sponge® technology provides a cost-effective 8MP with low installation and maintenance labor costs. In comparison to other products, the Smart Sponge® technology also allows for less expensive and less problem.atic handling and disposal of the waste product since its technology transforms liquid oil and other pollutants into a stable solid. The Smart Sponge® was designed not to deteriorate in water, allowing for a longer product life. Benefits • Chemically selective to hydrocarbons • Capable of removing up to 3 times its own weight in hydrocarbons • Removes or reduces sheen • Destroys bacteria on contact (if Smart Sponge Pluse is used) • Inhibits growth of mildew and mold • Capable of transforming hydrocarbons into a stable solid per EPA's Toxicity Characteristic Leaching Procedure (TClP) Antimicrobial Smart Sponge® Plus • Capable of remaining completely buoyant even after being saturated with hydrocarbons • Meets or exceeds Stormwater Best Management Practices (BMP) • Offers non-point source pollution prevention • Provides potential for long-standing remediation • Does not require modification of existing structures • Effective in fresh or salt water temperatures ranging from 32Fto 130F AbTech has developed an antimicrobial technology synergistic with the Smart Sponge® technology. This effort produced Smart Sponge® Plus, which features an antimicrobial agent chemically and p~rmanently bound in a proprietary process to the Smart Sponge polymer surface which deStroys bacteria. Due to this permanent ho-nd, the antimicrobial agent is active but does not leach or leak, avoiding any downstream toxicity issues. AbTech's antimicrobial Smart Sponge targets bacteria such as enterococcus, Escherichia coli and fecal coliforms. The Agent used for this innovative technology is an Organosilane derivative which is widely used in a variety of fields including medical, consumables, pool equipment, and consumer goods to destroy bacteria. This Smart Sponge® Plus mode of action, through its bound agent, is very simple (no chlorine or heavy metals involved) and -in surfacebound applications -it neither introduces chemicals into the treated water nor produces toxic metabolites. The antimicrobial mechanism is based on the patented agent's interaction with the microorganism cell membrane, causing microorganism inactivation, but no chemical or physical change in the agent. Antimicrobial activity therefore does not reduce the agent's capability or cause its depletion, and maintains long-term effectiveness. Additionally, the hydrocarbon absorption capability is not inhibited. The antimicrobial agent is registered with the EPA for a variety of applications and has performed well specifically in cases where a reduction in harmful bacterial counts in storm water runoff is desired. PdlTech INDUSTRIES 4110 North Scottsdale Road' Suite 235· Scottsdale, AZ 85251 480.874.4000·800.545.8999· www.abtechindustries.com Simple Implementation , Products incorporating Smart Sponge® technology are non-mechanical, do not require structural changes to . stormwater systems and are easily installed and maintained, often requiring only one person and no equipment. Products such as the Ultra-Urban® Filter with Smart Sponge® Inside fit into most existing catch basins. The Smart SpongeQll technology is deployed in products that offer customized solutions for stormwater pollution prevention, oil spill response, process water filtration and other industrial applications to meet specific environmental needs. AbTech Industries offers an extensive product line that is upgradeable to meet evolving community needs and regulatory requirements. Field Installations RIDOT contracted with Crossman Engineering, Inc. to design a treatment system to reduce bacteria concentrations in stormwater runoff discharged via outfall pipes on Scarborough Beach. Upon consideration of .alternatives, Smart Sponge® Plus was selected for implementation and used for retrofitting several outfall pipes. Based on the'results of the post construction dry weather and wet weather sampling, the anti-microbial filter systems installed at the Scarborough Beach outfalls Significantly reduced the bacteria concentrations within the stormwater runoff. The City of Norwalk, CT in cooperation with EPA is running one of the largest federally funded projects to date for catch basins. The project is successfully demonstrating the ability of the Smart Sponge® Plus Ultra-Urban® Filter deployed in catch basin inserts to remove trash, debris, sediment, oil and hydrocarbons as well as reduce bacteria concentration from stormwater runoff. The project is in progress. . AbTech's Smart Sponge® Plus Ultra-Urban® Filter was selected by the City of Long Beach, CA to address bacteria contamination in recreational waters. The retrofit project covers a large watershed and the initial monitoring results confirmed a positive effect of the Smart Sponge® Plus in bacteria reduction. Disposal Options As lo~al conditions, product use, and exposure can vary widely, the end user must determine the most appropriate disposal method for a spent Smart Sponge® or Smart Sponge Plus® product. However Smart Sponge® saniples saturated with hydrocarbons both in the lab and in the field have been tested according to the EPA's Toxicity Characteristic Leaching Procedure ("TCLP"). These tests show that Smart SpongeiID is a '~non-Ieaching" (Le., non-detect or "N.D.") product. As a result, Smart Sponge® technology can afford many cost effective and environmentally friendly disposal options. The following waste disposal and resource recovery industries have accepted spent Smart Sponge® products for disposal and/or recycling. Waste-to-Energy Facilities -A specialized segment of the solid waste industry has used spent Smart Sponge® as an alternative fuel in the production of electricity. WTE is acknowledged at the federal level as a renewable energy . source under the Federal Power Act, Title IV of the Clean Air Act and is a participant in the Department of Energy's National Renewable Energy Program. Cement Kilns -This industry has used the spent Smart Sponge® as an alternative fuel in the production process of Portland Cement. This process is considered a beneficial reuse of w~ste products. The BTU value of spent Smart Sponge® is consistently above the average acceptable levels set for this high temperature. Landfills -As discussed above, spent Smart Sponge® products have been classified as a solid waste and have been accepted at Subtitle D Landfills. For more information about the Smart Sponge® technology, visit www.abtechindustries.com or call 1-800-545-8999. Please reep in IT'ino that, <!€D:enomg \.!~Qr: !c:~al conditions. ~(odLJ.:t use-1 and exposure, a SlJent Smart Sponge(,;, product (ould contain one Of more of a wide range of :ontaminants thf1l may impact ~val!3ble ciispo$a! optIons. As i?: n?sl.!lt. genera~c~rs cl spent Smart Spol~ge products must have their wasLe ana!Y2ed~ tested. ~~r:o: (!as'{:fH?d l:J rt~~~r;r.lr'e the a~Dr~rl,j;r~ d:'.iposal f<:ernnd. AbTech lndt.lstn?'; does not t-:1ke (l!iy fe:;ponsibiiit}, for h-:lndilfl9, transport. cl$posal. or recycling 0: sp~nt SMart Spt:mge?: products. For a more detailed disposal! t~CYcl~ ov.::::v!ew, !,!~Ase $~ the ·'Sm;.;:rt S:Jc~nge.[J PrO"j:lrts DIsposal Optlr..l'"l" documents available upon request fr(,m ,l\bTerh lnriutitries AbTech Sr:1art Sponge'') ~"; Dc!Uct-; ~ave !if'€f'; ext~!;s.h:(;iy tp5t~d both !~ ~h: fa'Ors~Of\1 anc in t!)e field -"''lith deditional testirg o:H;Jc.ing ali the time. N~vl-!rthe!~·s,· because IDea! COf~d;tjo;}s, prOcllCt :'Ise, ar.-:: e":(j:~~sufe can vary wl:Jely. indiVidual results n"ay differ. AhTech SI''1Gr! S~lnn;e.(: },HOCt;(tf. r'llil'lt ~e us.-::d or!J~Ji-'>rhl onf~ in ~c::nrdAnce with ali ral"JutAfturei jpstrU(tir:l'l!t. Ab .... ech lr:dustlies d0esl'ict take re~p()n5ibility fCH any product r.115l!5e, IdJTech INDUSTRIES 4110 North Scottsdale Road' Suite 235' Scottsdale, AZ. 85251 480.874.4000·800.545.8999· \lvww.abtechindustries.com MAKERS OF smartsRg"'9e" I I I I I I I I I I I. I I I I I Rhode Island's Scarborough State Park Beach Stormwater Management Project This stormwater management project was implemented to improve water quality at Scarborough State Park Beach, a popular recreation area that attracts over a half million people in the summer months. The beach is located in the coastal community of Narragansett, Washington County, Rhode Island, at the southern end of Narragansett Bay at Rhode Island Sound. In 2003, Scarborough Beach.closed six times because of high levels of bacteria. Following those closures, Project Challenge Rhode Island's Departments of Transportation, Environmental Management, and Health formed a team committed to remedy the high bacteria concentrations. In June 2004, Rhode Island Governor Don Carcieri officially launched the team project. The core of the solution involved diverting the runoff from Scarborough's stormwater outfalls through pipes containing Smart Sponge® Plus, an antimicrobial 'filtration material developed by AbTech Industries. In spite of the federal Clean Water Act passed in 1972, pollution of our nation's waterways has steadily increased. In 1998, the u.S. Environmental Protection Agency (EPA) identified urban and storm water runoff as the leading cause of impaired water quality and reported that over 40 percent of our nation's waterways are unsafe for human health. In 2003, the Natural Resources Defense Council sited 18,000 days of closings and advisories at ocean and lake beaches, an increase of more than 51 percent from 2002. Nearly 90 percent of these closings were caused by the presence of bacteria associated with fecal contamination. Today :the situation is still critical. This national environmental threat has not escaped Scarborough State Park Beach. Bacteria, grease, trash, sediment and oil pose a threat to Scarborough's water quality, with bacteria posing the greatest health danger. Project Description Cindy Baumann, Director of Engineering for Crossman Engineering, was chief consultant on the project and designed a system of pipes running parallel to existing pipes that exit into the bay at the north and south ends of the beach. The new drainage piping was filled with the Smart Sponge Plus, a patented antimicrobial material that removes contaminants, destroys bacteria, and improves the water quality. Runoff from the stormwater outfalls surrounding the beach was diverted to the new drainage piping and. filtered befor~ b.eing disch~rged into the bathing waters. . .'. . .... The Smart Sponge Plus has been highly successful in treating Enteroccocus, E. Coli, and Fecal Coliform in stormwater applications. According to Baumann, the decision to use AbTech's Smart Sponge Plus technology was arrived at after the project team evaluated various Best Management Practices (BMPs) for treating bacteria within stormwater runoff. Smart Sponge Plus had not previously been used in this type of application, but it had proven effec;:tiveness for removal and reduction of bacteria concentrations in stormwater runoff with the Ultra Urban Filte~ Catch Basin Insert. These fUtration systems encapsulate and remove harmful substances, including hydrocarbons, oil, grease, and other toxins, before they enter waterways. "We evaluated other BMPs such as storage and pumping to a waste water treatment facility, ultraviolet disinfection, chlorination and de-chlorination systems, infiltration systems, .constructed wetlands, and rock filters. After eliminating these BMPs because of site constraints, costs, or resulting hazardous material requirements, we selected the antimicrobial filter material, Smart Sponge Plus," Baumann said. ' AbTech INDUSTRIES 4110 North Scottsdale Road· Suite 235' Scottsdale, t>:l85251 480.874.4000' 800.545.8999' www.al;>techitidustries.com I I I I I I I I I I I I I I I I I AbTech Industries'Solution Rodolfo Manzone, Ph.D., AbTech's Executive Vice President and Chie.f Technology Officer, said, liThe Smart Sponge Plus employs an antimicrobial agent that acts by rupturing cell membranes-p~eventing potentially harmful microorganisms from functioning, developing, or reproducing." Based on the results of sampling tests conducted in dry and wet weather at Scarborough Beach, the system was effective at reducing and removing bacteria from stormwater runoff. The maximum removal rates for fecal coliform ranged from 89.4 to 99.8 percent. In the sampling process for Enterococcus, the maximum removal rates ranged from 96.2 to 99.9 percent. AbTech Industries, headquartered in Scottsdale, Arizona, is dedicated to developing innovative clean water solutions to meet community and industrial needs. It produces Best Management Practice (BMP) equipment for non point source pollution and storm water control, filters for storm drains and catch basins, and devices that skim and capture oil from still or flowing water. AbTech's products are based on Smart Sponge®, its proprietary polymer-based filtration material, that is fully recyclable and provides a complete, closed-loop solution for removing pollutants from water. AbTech filtration systems are currently filtering contaminates from urban and stormwater runoff in 28 states. What Others are Saying about the Project "Although the Smart Sponge Plus can be used in mUltiple applications, we were the first in the nation to use it in a pipe application. After extensive testing, we have complete confidence in the Smart Sponge Plus's antimicrobial capabilities." Edward Szymanski, Environmental Associate Chief Engineer Rhode Island Department of TransportatIon "The system includes a new drainage piping filled with an antimicrobial materia! caffed the Smart Sponge Plus developed by AbTech Industries. The Smart Sponge Pius destroys bacteria and has' been successful in treating Enteroccocus, E. Co!J~ and Fecal Coliform in storm water applications. In addition, the material is non-toxic and fully recyclable. " MAKERS OF " smartsR9uDge Cindy Baumann, Director of Engineering, Crossman Engineering For more information about the Smart Sponge® technology, visit www.abtechindustries.com or call 1-800-545-8999. AbTech INDUSTRIES 4110 North Scottsdale Road· Suite 235· Scottsdale •. AZ 85251 480.874.4000' 800.545.8999' wwvv.abtechindustries.com I I I I I I I I I I I I I I I I City of Norwalk Storm water Management Improvement Project liThe Filter Project." as Norwalk, Connecticut's city officials call it, began as a natural outgrowth of the Long Island Sound keeper's mission of protecting the Sound's ecosystem coupled with Norwalk's commitment to clean up local waterways. Hal Alvord, Director of Public Works in Norwalk, Connecticut, said that cleaning up polluted street runoff.!n storm.water before it flows into the Long Island Sound was the highest priority of The Filter Project Challenge Project. The heart of this approximately $500,000 project involved fitting AbTech Industries' antimicrobial filtration systems to storm drains in south Norwalk to catch trash, debris, animal waste, hydrocarbons, oil, grease, . and bacteria before they enter the Sound. Alvord said that the project is of critical importance to the community and the environment. The Long Island Sound watershed houses 8 million people with another 20 million living within 50 miles of it.' Regulation has resulted in many improvements over the last few decades, but it has done little to stop the largest source of toxins -nonpoint source pollution. This is the pollution that comes from nonspecific sources -it's the urban runoff that flows from paved surfaces through the storm drain system. The project is a collaborative effort, which brought together an impressive roster of national busin~sses, nonprofit organizations, and local, state, and federal government officials. The City of Norwalk partnered with the Long Island Soundkeeper, The Maritime Aquarium, the Norwalk River Watershed Initiative, and AbTech Industries. Much of project cost -over $500,000 -resulted from legislation sponsored by U.S. Senator Joseph Lieberman and provided by the U.S. Environmental Protection Agency. Other funds were raised by private organizations. Project Description The Filter Project is a part of Norwalk Public Work's stormwater management improvement program and involved fitting over 275 storm drains with high-technology filtration systems equipped with Smart Sponge® Plus. According to field tests, the project's filters destroyed a high percentage of-bacteria,. including E. coli anc~ other fecal coliform. The average removal rate was over 75 percent and the maximum removal rate was 99".9 p~rcent, considering the first cleaning of the 275 catch basins yielded over 7.4 tons of trash, debris, leaves, sediment, and sand -the weight of over six Ford Escorts. All this bacteria, trash, and debris would have entered the Sound's recreational waters if it hadn't been captured by the filters. The filtration systems -Ultra Urban® Filters with Smart Sponge® Plus -are produced by the Arizona~based company, AbTech Industries, which holds the technology's patent. AbTech Industries Provides High-Tech Solution Norwalk is using AbTech's fourth generation antimicrobial Smart Sponge Plus4 in the high volume stormwater catch basins selected for this project. The antimicrobial agent is an Organosilane derivative widely used in a variety of fields including medical, consumables, pool equipment, and consumer goods, and it is registered with the U.S. Environmental Protection Agency in various applications, having been proven effective against a wide variety of microorganisms. It also acts as a fungi static, odor, and mildew control. AbTech INDUSTRIES 4110 North Scottsdale Road· Suite 235' Scottsdale, AZ85251 480.874.4000' 800.545.8999' www.abtechindustries.com I I I I I I I I I I I I I I I I I Rodolfo Manzone, Ph.D., AbTech's Executive Vice President and Chief Technology Officer, explained how the filter destroys bacteria without using toxic chemicals. "The Smart Sponge® Plus employs an antimicrobial agent, chemically bound to the polymer filtration material, which inactivates health-threatening microorganisms. The mechanism is based on the agent's electromagnetic interaction with the microorganism cell membrane, causing the microorganism disruption, but no chemical or physical change in the agent. Consequently, the antimicrobial agent is not depleted over time and it maintains its long-term effectiveness." An added benefit of the filtration systems is the ease at which the contents can be recycled. Glenn· Rink, President and CEO of AbTech Industries, said, "Our technology is not only effective in removing bacteria, hydrocarbons, trash, and debris, but also in its ability to encapsulate and transform hydrocarbon pollutants into a stable solfd for easy recycling through waste-to-energy facilities. It provides a closed-loop solution to water pollution and allows for less costly and less problematic handling of the waste product." The City of Norwalk, population 84,000, has a harbor, marinas, and a shellfish industry. People are equally at risk of exposure to toxins whether they fish in the Sound to feed their families or whether they use the waters for recreation. The public health threats exist primarily because of bacteria, whkh is why the city selected Smart Sponge® Plus technology. Norwalk will continue to evaluate the project's success through a monitoring process shared by the Long Island Soundkeeper, the City of Norwalk, and AbTech Industries (through Longo & Longo, a Connecticut-based AbTech distributor). What Others are Saying about the Project "We've been looking for new and innovative approaches to solving the critical threat to our waterways. We see this project as a great opportunity to participate on the ground level using cutting edge technology to address nonpoint source pollution. <r Hal Alvord, Director of Public Works in Norwalk, Connecticut. "The Filter Project wiff help clean our waters for swimming, boating, and shell fishing and improve the general public health. We are vel)' excited about the success of the project and the rate at which the system was implemented." Terry Backer, Long Island Soundkeeper Executive ~'It [Smart Sponge Plus] offers a tangible and visible solution to water poflution. Through a test tube demonstration; you can show people the dirty water; they see it go through the sponge and it comes out clear." Long Island Soundkeeper Grant Writer, Kim Courtney For more information about the Smart Sponge® technology, visit www.abtechindustries.comor.caIl1-800-545-8999. AdJTech I N I) U S T R I es 4110 North Scottsdale Road· Suite 235' Scottsdale, AZ.. 85251 480.874.4000 • 800.545.8999 • www.abtechindustries.com I I· I I I I I I I I I I I I I I I I I Retention Sump Location Western Central Eastern Bressi Commercial RETENTION SUMP CALCULATIONS Job No. 3219.10 Box Width Box Depth Box Floor Area eft) eft) err) 4.0 4.0 16.0 2.0 2.0 4.0 3.3 3.0 9.9 Required Depth for 50-gallon Capture eft) 0.5 1.7 0.7 ------------------- o BROOKS BOX CB INLET STA 11+50.59 RIM £LEV. 406.25 Me 'TY RETENTION SUMP ,CENTRAL LOADING DOCK NOT TO SCALE TYPE G INLET ./ STA IJ+Jl.l~ RIM ELEV, J99.2~ "I-"I-" ~ ~ o..~ to~ J V L_ / L t-- b ,.., ~ ~~ 0) 0) ~g ~~ ~ ~ ~..., ~..., <::l . ~ ~l!:! ;:r:. ~ ~l!:! '''l-i:!:! ,~ RETENTION SUMP EASTERN LOADING DOCK NOT TO SCALE 0.7' SUMF 50 GALLON CAPACITY 0.5' ."I1MP 50 GALLON CAPACITY TYPE B INLET ./ STA 11+69.01 RIM £LEV. 404.9~ 1\ 1\ ~ 1\ I-1\ -\ 1\ \ b --.J ~~ <0 ..., :3 Ql"; Lw<ci 0) o..~ L..J<ci ~..., ~ 0..0) ~..., ~i:!:! . ~ . ~ ~l!:! ~l!:! RETENTION SUMP WESTERN LOADING DOCK NOT TO SCALE 6" PVC IE IN 40J.69 I I I I I I I I I I I I I I I I I I I Site Design BMPs (LID Features) ------------------- LANDSCAPED DRAINAGE BASIN HANDICAP WHEEL STOP SIDEWALK IMPERMEABLE . )~»)f)j MEMBRANE HIGH PERMIBILITY MATERIAL 7.6' 7.1' CURB CUT OVERFLOW GRATE INLET CURB & GUTTER PRIVA TE DRAIN PERFOPRA TED DRAIN PIPE I I I Inlet Stenciling and Signage I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Storm Drain Stenciling Tips NOTE: You may check out the storm drain stencil and a stenciling kit with the necessary paint, brushes, and other materials from: I Love A Clean San Diego, Inc. 4891 Pacific Highway, Suite 115 San Diego, CA 92110 ~~~~91~-~O~10~3~ __ __ Stencil Placement: The stencil needs to be painted above the storm drain. The stencil message should be readable from the roadside. If the curb is red, paint directly above the red area. ' :,~~ti~~60MI~lNG.-it'~ ... ·N.' .n··~~.'f·:"C N','ll:·\:: 8-f G()ES TO ~L»l L'L~~:';:" '~~A''': .. oil· ~~JA'''~I'~' ~ :: OCEAN BLUe: -.-r:.oaA . -PI., \ J;~~_ .. ~: '. . I~~~~~~~~~J === ~~t::<~-=t~l:"M=-=e'" /1:t!l:!-~ ~.z~ *Please remember not sit/stand in the street while completing this project* Stenciling Steps: Wipe the street curb with cloth. The area to be painted should 'be as clean as possible so the paint will adhere properly. Place the stencil in the location youO:ye.selected. Use wide masking tape to tape only the perimeter of the first stencil without taping down the inside of the stencil itself. (This will form the 8" x 32" rectangular background for you to paint white.) . Open white paint only. Stir paint with mixing stick. Paint the rectangular area white. USE PAINT SPARINGLY! !! Remember, neatness is very important. If your storm drains are relatively close together, paint all the white backgrounds first, then return. to paint the Think: Blue stencil so the white paint has time to dry. Very Important: Make sure the paint is dry. Then tape the Think: Blue stencil (illustrated above) on top of the white background. Open the blue paint, stir, and dab the blue paint sparingly using the Think Blue stencil. I I I I I I I 1- I I I I I I I I I I I TIPS: Ifpainting a rough smface, ftrmly hold down the stencil and dab (don't brush) the letters and the figure. Be careful not to get paint Ulldemeath the stencil-. The leey to success is to USE AS LITTLE PAINT ON YOUR BRUSH AS POSSIBLE. When ftnished painting, wipe off any paint on the outside of the container and tightly replace the lid to the paint. Anytime you stop painting for more than a couple minutes, place the brush in its plastic bag to keep the brush from drying. I I I I I I Storm Drain Signage 50-13 Design Objectives Maximize Infiltration Provide Retention Slow Runoff Minimize Impervious Land Coverage Ii1 Prohibit Dumping of Improper Materials Contain Pollutants ---------- I I I I I I I I I I I I I Description Waste materials dumped into storm drain inlets can have severe impacts on receiving and ground waters. Posting notices regarding discharge prohibitions at storm drain inlets can prevent waste dumping. Storm drain signs and stencils are highly visible source controls that are typically placed directly adjacent to storm drain inlets. Approach The stencil or affixed sign contains a brief statement that prohi bits dumping of improper materials into the urban runoff conveyance system. Storm drain messages have become a popu1ar method of alerting the public about the effects of and the prohibitions against waste disposal. Suitable Applications Stencils and signs alert the public to the destination of pollutants discharged to the storm drain. Signs are appropriate in residential, commercial, and industri~ areas, as well as 111';ly pt.her area where contributions or dumping to storm drains is likely. Design Considerations Storm drain message markers or placards are recommended at all storm drain inlets within the boundary of a development project. The marker shou1d be placed in clear sight fadng toward anyone approaching the inlet from either side. All storm drain inlet location.s should be identified on the development site map. Designing New Installations The following methods shou1d be considered for inclusion in the project design and show on project plans: • Provide stenciling or labeling of all storm drain inlets and catch basins, constructed or moc;lified, within the pJ;oject area with prohibitive language. Examples include "NO DUMPING January 2003 California StorIT1\lllater BMP Handbook New Development and Redevelopment W1NW. cabmphandbooks. com u>.~!loCrl.."'IAsrore.1l'i;":rEi. i.1U;\1 ttY li.:"5t;...""rrf.'t T!rLi'.: 1 ·of 2 I I .1 I I I I·' I I I I I I I I I I I I 50-13 Storm Drain Signage -DRAINS TO OCEAN" and/or other graphical icons to discourage illegal dumping. • Post signs with prohibitive language and/or graphical icons, which prohibit illegal dumping at public access points along channels and creeks within the project area. Note -Some local agencies have approved specific signage and/or storm drain message placards for use. Consult local agency stormwater staff to determine specific requirements for placard types and methods of application. Redell'eloping Existing Installations Various jurisdictional stormwater management and mitigatiori plans (SUSMP, WQMP, etc.) define "redevelopment" in terms of amounts of additional impervious area, increases m gross floor area and/or exterior construction, and land disturbing activities with structural or impervious surfaces. If the project meets the definition of "redevelopment", then the requirements stated under II designing new installations" above should be included in all project design plans. Additional Information Maintenance Considerations • Legibility of markers and signs should be maintained. If required by the agency with jurisdiction over the project, the owner/operator or homeowner's association should enter into a maintenance agreement '\iVith the agency or record a deed restriction upon the property title to maintain the legibility of placards or signs. Placement • Signage on top of curbs tends to weather and fade. • Signage on face of curbs tends to be worn by contact with vehicle tires and sweeper brooms. Supplemental Information Examples • Most MS4 programs have storm drain signage programs. Som~ MS4 programs will provide stencils, or arrange for volunteers to stencil storm drains as part of their outreach.program. Other Resources AManual for the Standard Urban Stormwater Mitigation Plan (SUSMP), Los Ang~les County Department of Public Works, May 2002. Model Standard Urban Storm Water Mitigation Plan (SUSMP) for San Diego County, Port of San Diego, and Cities in San Diego County, February 14, 2002. Model Water Quality Management Plan (wQMP) for County of Orange,Orange County Flood Control District, and the Incorporated Cities of Orange County, Draft February 2003. Ventura Countywide Technical GuidanceManual for Stormwater Quality Control Measures, July 2002. 2 of 2 California StorlTllNater BMP Handbook New Development 8fId Redevelopment www.cabmphandbooks.com January 2003 I I I I _ I I I -I I I I I I I I I I I I Storm Water Education -- - - Healthy Yards and Healthy Fan1i1ies - Before beginning an outdoor project. locate Lhe nearest storm drain and take action to protect - it from debris. This may require you to sweep the gutter between Y9ur project and the storm drain. ~ slarting work. Chemicals. fertllizers. herbicides and pesticides can be harmful to you. your family. plant and animaillfe. Ii) Use them sparingly. Read labels carefully and don't apply if the forecast calls for rain. o Use mulch instead of herbicides to prevent weeds from growing and to help absorb water. €) Select drought resistant native plants that con- serve water and prevent runoff. (0 Don't overwater your lawn. Water during the c:ooler times of day and don't let IE nln off Into the gutter. e DI'uin swimming pools only when chlorine levels are not detected by your swimming poot test kit. e Keep your gutters in front of your house clean of leaves and grass cuttings. Sweep up debris instead of hosing down your driveway. Helpful Hab~ts Around the House e If you use hazardous substances such as paints, solvents and cleaners, use them sparingly, accord- ing to directions. Store properly to avoid spilling. " If you use water-based paints, rinse paint brushes in the sink. For oil-based paints, ftIter and reuse paint thinner. Dispose of all used paints and materials through a hazardous waste collection program. Never clean brushes or pour paint In the gutter or storm drain. " If you use other hazardous substances such as cleaners and solvents, ,properly dispose through a hazardous waste collection program. • Pick up tr?sh and litter around your yard and home. ' • If you're working on a home Improvement proJect, dispose of drywall, ,concrete and mortar in the trash. Don't l'inse concrete or mortar Into the street. Sweep up'all project debris. ' • Pick up pet waste and dispose in the, tQilet or In a bag for the trash. B'acterla from pet waste contains harmful bacteria that pollutes our waterways. Remember "Scoop the Poopl" L_ -- - - - -.' .. -:-.~ ~ • f". ~:~ , ,,~ II • .' 6.,-J .r-. Garage Safety (I Routinely check your car for Iedb and ket!p It tuned up. Car pooling or using a bicycle ror transportation helps reduce pullutants on our streets. • Never pour any chemicals or other - hazardous substances from cars down a'storm drain, on to the ground or leave on driveways or parking lots. e When changing fluids from your car, drain Into a clean container and seal completely. Take the 011 and the 011 filter to a used 011 collection site. o If you spill fluids, contain qulckly with rags or kitty litter. Safely dispose at a hazardous waste collection site. e If you wash your own car, use a shutoff nozzle on your h05e and use detergents and water sparingly. Wash your car on a landscaped surface. City of San Diego Household HazardOus Materials Program Information: (619) 235-Z111 • Dates and locations of household hazardous waste collections • Locations for recycling motor all • Information on safe use and storage and substitutes for commonly used household products Poison Control Center; (800) 876-4766 (ca1l911 in an emergency) www.Thinkblu~sd.org The CITY OF SAN DlpGO thanks the following partners for their genf#rous support ofthe . . Thin[\.Blue program: San Diego Port District .';. . . ...... ~-. " Port of Sa~ IOfiego www.por1;of$ .. ndiago,org This Information wJ1l be made iJValiabie in alternative Prlntod on recycled paper, forP1ats upon request. - ---'--- - ------_._----_._-----~~ . Wa~;n it rains or when wa-n'er flows· oililt e,f yard.s., it f1ow~· y ... .L. ..... ""~ .... mto-storm drains.You/~e pro\Jably: ~~~n-s.tp.r.:m dxa.:tn_~ O,I,l.QUJ;' S.ap: D~v;i:?v. ~y people think that everything; t4~tflb~s.: t:ptp a.sto:p.m Q-'E<;kiJ:,l g:~ts.:tr!3atB;o'l li1"i.e w?stewater in a sewer system,. b:Q.t·~ao.tually. thes.e.· tW0,;s-y.s.telr.J;s"a,r·e .r: EV8J.'ytping that flows down into a stol'f:B .. 4.ra10t go,E;?,$".t;mtrea-nBcl di.J:;.ec.tly cne.~ks, bays. lagoons and'ulUma-tlel,¥ :th~.o¢e~n. :~.t9:tr'ii:·:W~ter. can pesticides, fertilizers, pet wast.e, Utt.er. aitand other .automobile i .... u.:.<,'\-<lO erosion and household che.p.:dc~& .. Sp,:m~ 9f'~hese p.~lLutant$ storm drains unintentiOI(a).ly~: t?:ut many 1tem;$ !.~f.e·,r;~el~9.p.1y directly into storm dra.ins.~ 'The Clean Water Act pl'.d'~1ibits .ti-lc,""",1:<81 wastes and p'ollutants intQ qre:~1,{&,. b.ays. lfi!l\;$ and 0cearas·, These pollutants ha¥.e har.,~l.d:, e.~f.ee:trs .. ;on r,e.p:r~,atl,~ittal are,as,J waterways and wild~i~¢ ... S.9.~Re ef'San :Dt~~p.':~ roos.t:.p.QPul~r he.adhes.ha:J3 been closed because of stq~m·w~t~:r P,QUMtqnts·.· Ot:~ate:l¥-J St0t:~ w.ateJ; pollu:ti0D harms all of us because w~ dep,ep.d om 0I:'1f. wp.t~l;'t.l~y;s, fiJi tecreq.ti~'lJ ~.nd to: SUpPJ)):'-t Scm Diego's tourist industry. By. prJ;:VE;'!n.fi.r.1&.'P-0llutioR£liiDillo:c.eurr-irrg ~n .ou(hQr;ues., fleighborhoods and businesses, we 'ciim .prqtect Ot!! ,e:nvi.J.!Qnro.eflt and .lir· fmnilies' ·h:.e:allth and safety. '¥i@u and your family pl&f;aG im~~~t;~-e.1ie :in'storm Y!V'U:~VJ. 'pGllution prevention. Thls.bvo.ch:1J.:t~~·p~Qwide~~y:qq with ~f!.$y til:e~pensive tips to prevent pcillutam.t$:'.f,no:trr·,el1te.rtp;g~i~t~,~t.).1 9r,~ns in. fu~t place. If everyone makes G\ii$~w·!;r.trop.l.e::~h:a~g\eq;f'we:;Qan,:lwl'P ;p.r:o:Uect our San Diego lifestyle atl:g!!!;w.~p'nm~w.t, · .. ·''Tli~:K B..l.u~ 1J ~e.q;ro.s preventing pollution befo.F.e It :v.eaqfu:~s our' '!yya,t~tw,~~' .. Caltrans Port of Sian !i;baegiQI www.portofsandiago.org --- --- &: J ardines Sanos y • Familias Sanas . Los produc[QS qulmicos, fertlllzantes, .erbicidas y pesticldas pueden ser daflinos tanto para .sted como para su familia, y tambien para las plantas y .nlmales. Hay atras formas de rnantener a sujardln verde in tener que usar substanclas t6xieas. tI SI tiene que lIsar pesticldas 0 fertllizantes. uselos can moderac\6n, Lea las etlqueta5 detalladamente y no aplique una substancia 51 hay pron65tleos de Iluvia. ijj Use desecho5 organicos en vez de herbicidas para prevenlr que crezcan las hlerbas rnalas y para ayudar a absorber el agua. I) Seleccione plantas naturales de la region que son resistentes a la falta de agua las cuales conservan agua y previenen el escurrlmiento. @ No riegue demasiado sujardin. Riegue durante las horas mas frescas del dia }! no deje escurrlr el agua por el desagile. e Drene su alberca solamente cuando el nlvel de doro no es detectado en su equlpo de detecd6n de cloro para albereas. • Mantenga los desagues enfrente de su casa llmplos y de sin hOJas y.recortes de pasta. Barra la basura de la entrada a su garaJe en vez de echarle agua con la manguera. Habitos Utiles en 'el Hogar e Si usa substancias peligrosas tales como plnturas. solventes y Iimpiadores, uselos en pequenas cantidades, de acucrdo a las instrucciones. Guardelos correctamente para evitar que se derramen. • SI lisa plnturas a base de aBua, erlJuague las brochas en el fregadero. Para plnturas a base de ace\te. llmple la brocha con adelgazador de plnlura. cuelelo y vuelva a usarlo. Tire todas las pinturas y materiales a teaves de un programa de recoleccion de desechos pelJgrosos. Nunca limpfe las brachas ni tire plntura . por el desague pluvial. . I» SI usa atras substancias peligrosas tales como lImpladores y solventes, lIevelos a .un lugar de recolecci6n de desechos peligrosos. • RecoJa la basuta y los desec,hos ,en su Jardin y casa. • Si esta remodelando su casa, tire el concreto, muros de yeso y morteroa la basura, No enJLiague el concreto 0 mortero a la calle. . e Recqja los desechos de maseotas y tirelos al exeusado o p6ngalos en una bolsa en la basura. La bacteria de los desechos anlmales es dafllna y contamina a nuestras vias acuatieas. - ----. . -.... .. ,-~ -~ ~~gw.tclacl de Sus V~fll'culos y Garaje - . :'0 Perl6dlcamente revise su vehieulo para ver que no tenga fugas y mantengal0 aflnado. EI usar un sistema de transporte publico 0 usar su blGlc\eta ayuda a reducir los contamlnantes en nuestras calles. Ct Nunca vierta productos quimicos 1,1 otras substancias peligrosas de 105 vehiculos por 105 desagues piuvlales, en el sueIo, nl en los estaclonamlentos 0 entradas de garaje. ' • Al cambiar los fluldos de su vehiculo, drenelos en un reelplente llmpio y clerrelo completamente. LIeve el aceite y el mtro del aeelte a un sitio de recolecel6n de aeeite. o 51 derrama algun l1uldo. lise trapos 0 arena sin usaf en donde van al baflD los gatos (kitty litter) Inmedlatamente para eontener\o. Tire la arena y los trap os contarninados en un slUo de recolecel6n de deseehos pellgrosos. • SI usted lava su veh!culo, use una manguera con boquilla de elerre para el agua y use poco detergents y agua. . , .... '-;=--~~-:~""'~"''''"'-''''-'-~-'''' _5!;;"ilt4,tjl'I'i'!'!""i;'tli;~ I "lnroM\'ti~ijl)1l1~.egaiifna:'.ile~a'r.f.rT'es . Peligroso5 Domesticos de la Cludad de San Diego:(619) 235~Zll1 • Fechas y sitios para la recolecc16n de desechos domesticos peligrosos • Sltios para el recic1aJe de aceite automotor • Informacion respecto al usa y almacenamiento adecuado de productos domestlcos de limpleza y sus sustitutos Centro de Control de Envenenamientos: (800) 876~4766 . . (llame a1911 en caso de una emergencia) esta In(ormilc'dn c.1uml dIspanlbI.'en formAta., .!ternativo.:f.1 solie'cdr/a. CI Imprcsoc'!pap.',...clc'ado. TP·171 (lJ/OJ) --- ---- ------_._-------I . i C~1J,cs[];AP llueve 0 cuando e1 agua carre de nuestros jardines, fluye ditectaI1ltnte a los: d:e$a..;gp..es pluviales. Probablel1!ente ha vis to estos desa~ues p1uviales ~n Ii ca~les d~ SaryDl~go.Muchas personas plensan gue todo 10 que fluye a los desagues ,luvlales pg~a J?or un proceso de tratamiento, de la misma manera que se trat~n ala aguas negras en un, sistema de drenaje. Sin embargo, estos dos sistemas en realidiad no est.an e0D.ectados. Todo 10 que fluye a un des ague pluvial va directamente y sin ttatamiento .a hues.t;ros riachue10s, bahias; lagunas y flnalmente al mar. El agua de escur~imiento puede tener pesticidas, fertilizantes, desechos de mascotas, basura, aceife y otro ~l..lidos de autom6vil, erosi6n de la tierra a,sf como productos qufmico~ domesticos. Algunos de estos contaminarrtes entran a, los deSagUer pluviales no intencionalmente, pero muchos de ellos son tirados, sin . pensar, directamente a los desagues pluviales. La Ley de Agua Limpias prohibe tirar basura y productos contaminantes a los riachue1o~. bahias. lagos y mares. .' I I I Estos productos contaminantes tienen efectos daninos para las ateas de reemo. vias acuaticas y vida silvestre. Algunas de las playas mas popul~res de San Diego han tenido que ser cerra'das debidd a los contaminantes prloveniente.s de los desagues pluviales. A fin de cuentas, la contaminacion que pr4viene de 10~ gesagues pluviales nos dana a todos puesto que dependemos de las vias acuati.cas .. . para la diversion asi como para atraer ill turismo'a San Diego. Srpod~mos preveriil' q1;,~~ la contaminacion ocurra en nuestros hogares, vecindarios y negoaios, poderno,s .ay.udar a proteger a nuestro medio ambiente y a la salud y seguridadJ de nuestras ·~amilias.' . P.;;;ted y su familiajuegan un papel importante para evitaJ;' la contam'naci6n ~~l agua que ~ntr~ a.los desag,.G4e$~;p'l;t"rvi.t?l~~" i,~t.~;f.9ll~~9 l~,.pJ.:.mf)l;~r:~!q~~. algunos conseJos faClles y ecom;PJiP1~Q~·19.:~8i ~Y.'it~t::~l~W,;l~\S 'SJ:1,b~t~·l1C.lg:S· p.~grosas entren a los desag{ies.;pI'U;~tiB1.~s:.·.s:j,:::t(jd~s·:)efect1:1arrn0s I 81~;tmos c?-mbios sencillos, podetp.O$.::~ud~ ,a:.wJtf.!t~g~t·rt':l,estrb I ~:;.;;t:lLo de vlda y nuestro media a~.fui~;l1:te e.n San f11~9.: Thfrik Blue significa e1 evitar la contami~cr6n a,tites 4e: qJ:if3 l1!?gv.e '.<:1 nuesl\:ras vias acuaticas; Caltrans ,Pori ~f San DQego www.port?fsandiO!go.org - ~!~ .. I I I I I I I I I I I I I ;'i ., I 1..1.\ I I I I I Storm water pollution is a problem that affects ail of us. With a growing population of more than 1.2 million residents and approximately 237 square miles of urbanized development, keep- ing our waters clean from pollutants has become inc'reasingly difficult. With more than 39,000 storm drain structures, and over 900 miles of storm drain pipes and channels to clean and maintain, we need your help. When it rains, water flows o,jer'our-:~Wr_~?> and yards and carries th~ ppll.utants it pick!i up'.into the storm dl'ai(1s. Th€!. t5,f ':>/.5,. that storm . drains a~e not .cbn!1e~tE! ... :~:.~a~tewater treatment plant. 5.01 what's in tb~ sl:!eets flows (iirer;:tly irito' our cr~eks. lakeS,"rivi;rs and the ocean, untreated. h""",+":u,, and bays were mming. As our than an inconve- • both on the you can help make our of pollution'. When you're at home, share your knowledge with neighbors and family. As you drive to work, be .. a,w.JIr.e of any illegal discharges. And, if you do .. ~i'if!:afi~itlegal. 9isch~rge. report it. o ·'~':.I .: :'-'l:.:::~~~1 . .1: . . Ci~~}bf:SiI;i:.Diego you can call (619) 235- an illegal discharge outside of t~n·tWlr1:h'e 'r'egjQ!1.fiil liy wor~ing together Whether at home or at work, by adopting some simple Best Management Practices (BMPs). you can stop pollutants from being generated and enter- ing our storm drain system . • Use dry clean-up methods for spills and outdoor clearong. Vacuum, sweep, and use rags or dry absorb ants. -Properly label. srore and dispose of hazardous wastes. ----,-Rake;-sweep,up,and-plaGe-a/l.deb.is..{dust,Jl",·tt""eJ:«>-_________ ~ ___ _ sediment. etc., from your yard or near your property into a trash can • Use a mop where water is needed. As you perform your daily activities be proac- tive. Assess the activity from a stormwater pol- lution point-of-view and ask yourself; "does this activity, directly or indirectly, generate pollu- tion?" And, Mhow can I get thejob done and 'pr~ vent debris from entering into the sto~-" .' ""in collection system?" Here are sorne-9 a.l. guidelines you can use at t:0me~rPJl th.e job: The 3 CS' '::: •••• of. Control: Locate Contaj'~:"I~~~ate the nearest storm your work area, to drain(s) and take prevent any potential measures to ensure or· discharge nothing will enter PI: . f#t~~r..s~vi ~!1e area. discharge into them:. '..--==:;e:;~--~---, This rrlay requIre j6~~ .. to sweep-u·i?: :a6.:'rl-.:· place debris &":.s~~f~: ment in a trash"¢,an prior to begliining:: the work activity. Capt'ure: Once you h~ve completed ajob, be sure to clean-up th'!3 area. If there-is sediment, sweep it up. ..... I.f. there are liquids. ab- sorb it or vacuum it up ~ith a wet-vac. Reme.rn~er •. y/h§t you i~ave be!1ind can - poten~iaUy be i:lt~cti~r~ed into the ~torm drain. ·r.w;..;-n-lz~ .. .!t"u.. .. ..& .. ~;.;.r:.~~...,....r. @irtw.'et:K«r-kJJT:?rt \l ... .a)~ I I I I I I I I I I. I I I I .. ' I I I I Sea lider del programa de a··.·····u··s·,· •• " I. ",. ;' l" ,,~. M. !' .t\,1:' r. or: r _ -r.'" .:" ,,: '~,. ·co·· .... ~.~.-. . ./ I-"fe"--Z'C:J " .•.. _ . '"'I~' i ~~.:I~,?'··. ·1·.·I"·a • ,_ M .'_ •• ,.-." -• • 0:. ~._~ La contaminaci6n de las aguas pluviales es un problema que nos afecta a todos. Con una pobfaci6n creciente de mas de 1 '200,000 residentes y aproximad<imehte 237 milJas cuadradas (610 km2) de zonas urbanizadas, mantener nuestras aguas Iibres de contaminantes se vuelve cada vez mas difrcH. Con mas de 39,000 colectores de aguas pluviales y mas de 900 millas (1,450 km) de canales y tuberlas que mantener para el desagOe de aguas pluviales, necesitam?s su ~yuda .. Cuando f.IUtwe, ~I patios y d.:f()os:IDI, los rnnr:un'T los ala tanto, fluye rli,..,;..ji!.f;"~· y 'bati(as fu~~pn coloearon 'Ietreros r en. elIas. Como !ian dicho, "Esto es clvica". , usted puede situaci6n. AI pia, tanto. en ef trabajo p'6dra contribuir a Iibrar nuestras playas y bahfas de fa contaminaci6n. En casa .. cornp'Irtc! sus ~9JJqf:;1l1)i.enl;l?s con \l~cjnQ~ y i:'es; . a'ft:fao.aJ.b,. asta. pe.i1rJtenie de .sflle tn'l;fdest.arga 11rtf:fu, . PG·rTesp.on~)Ehtes; :.P. !~:g'G; pu ed e 11 ~m9 r .a I ~ti$nta de algl,Jria de.s£?r.~a '. lli:itrfs 11' f'a: hrf.&a ~a88;a44-GS:E5). la pa.9]na en IntE;!rI1et . .. ' . .. '~." I I I I I I I I I I I I I I I I I I I Tanto en el hagar como en el trabajo, usted puede impedir la generaci6n de contaminantes y su descarga al drenaje de aguas pluviales. S610 tiene que poner en practica las sencillas medidas senaladas a continuacion: • Para iimpiar derrames y areas exteriores, utilice aspiradora, escoba, trapos u atros materiaTes absorbentes seeos. • Identifique claramente can etiquetas los desperdicios nocivos y almacenelos 0 desechelos correctamente. ---~'-jCDn-/Jn-~astJ:jlJo-()...escobE,_rec..ojiLto..dos los aesechos (QQlvos, basum. sedimentos, etc.) que sa encuentren en su patio 0 eerea de su casa 0 edfficio y deposite/os en un bote de basura. • Use un trapeador cuando se requiera el usa de agua · para limpiar. Realice sus actividades cotidianas ecol6gica. Vea las casas des de: ef posible contaJl11n:aci6ri d'e l"''';''I·''~,{i, Preguntese. "D.Tret.l:a q actividad tareadema sistema de siguientes son QI1::JIHJ,.I.!"i?' puede aplicar en '.:.":',:' ',-...... " .. Las tres C C o.=rrtr oj E!{ • ·'to1.",,. .... las' cQ'la"1:Ieias p!uvjai~s ... hag~'lo impEKiir enel/as Para ell necesario basura y sedimentos en bote de basura citim'eniar sus Capte: Una v.ez. termlnado un (i:.~baj~i ... ~:mt! sa olvide de .·lImp.jar 'Effen el rugar. Si qued6 algLln sedimenta, rfquidos, o asprrelos P:?f!,.l;ll]~. aspiradDra para ~!rquid6s: "tV·:"',I;.J~ en el .sl1~lo podrra acabar : p'ar~ a.!]1;ias. p!uvia[es. 'H"'"'U •• ='U .... :~~7tf1pr.:.wtnIJ!Jflt"l1l!dd(Ula (J.~):200lIll'?CI'J : . I I I I I I ------ I I I I I I I I I I I I I Impervious Surfaces: Cleaning Sidewalks, Pavements, Patios, Parking Lots & Driveways When it rains or when water flows out of yards or over pavement, it flows directly into stor.m drains. Many rutQQle mistakenly believe this water gets ucleaned" before reaching waterways. The sewer system and the storm water conveyarice ?yslem (drains. inlets and catcb· basiOs}----'--- are separate; they are not connected: Sewer water gets treated, but everything that washes. into the storm drain goes untreated directly into our rivers, creeks, bays and ocean. This causes beach closures and postings due to contamination. Releasing pollutants into the storm water conveyance system is a violation ofthe City Municipal Code (43.0301). We all like clean public areas, but High Pressure Washing and Hosing Down· of sidewalks 'not only contributes to ocean pollution, but wastes one of our most valuable resources -Water. It's not the water that's a problem. It's the pollutants it picks-up off of surfaces that are. In the City of San Diego, lilY]l Pressure Wa~.l1ID9 orf.lp .. ~l.tig Down surfaces in the public right-of-way will only be allowed when the fol/owing Stonn Water BesU~finag~iilent Pra-ctrfi'e-s ate used: Before beginning to wash impervious surfaces, sweep and pick up the debris or trash in the area being, washed, and In the curbside betWeen the activitY and downstream stonn drain inlet(s). Properly dispose of the debris. Stonn drain inlet(s) m'ust be protected from the water flow and the pollutants it carries. Locate the nearest downstream storm drain inlet before beginning work. Covet the inlet with fabric cloth and weigh it down with gravel bags. The debris caught in the fabric cloth can then be thrown in the trash. Hosing ,pavement in a parking lot and letting it leave the site is not allowed. Water used to clean gas stations, automotive repair, driveway, street or any surface where motor vehicles are parked or driven must be recaptured (wet-vacuumed or mopped) and properly dIsposed of. Sweep-up and properly dispose of all sediments that accumulate as a result of the activity. Disinfectants, solvents, and other household chemicals used to aid in the cleaning proc~ss must be recaptured (mopped up or wet vacuumed) before hosing down. Dry clean up methods (vacuum, sweep, and absorbents) are recommended for spills and outdoor cleaning. Where water is needed, use a mop. If hosing down is desired, follow the Best Management Practices listed above. Dispose of mop water into the sanitary sewer system. That means down the sink drain, not the storm drain. High pressure washing or hosing of private property must be contained, recaptured and properly disposed. Direct the water into planters, don't allow it to wash into the storm d~ain inlet. Other fact Sheets that may pertain to your activities: Be A Clean Water Leader: Control, Contain & Capture; Spills; Dumpsters, and Restaurants. Adopt these behaviors and help Crean up our beaches and bays. Think Blue, San Diego. For more information, call (619) 235-1000, or log on to: www.thinkbfuesd.org (03/05/02) I I I I I I I I I I I I I I I I I I I Car Washing When it rains Of when water flows out of yards or over pavement, it flows directly into storm drains. Many people mistakenly believe this water gets "cleaned" .before reaching waterways. The sewer system and the storm water conveyance systems (drains, inlets, and catch basins) -'--_--.aJ:a.sJ~.p_arat!2.: they are not connected. Sewer water gets treated, but everything that washes into the storm water conveyance system goes untreated dIrectly Into our ri\l-eTs-;crneks;-baysJ::---- : and oceC!n. This causes beach closures and postings due to contamination. Releasing . pollutants into the storm water collection system is a violation of the City Municipal Code, (43.0301). Whether you are at home. work, or play, there are ways that residents and businesses alike can uThink Blue" and prevent pollutants from reaching our waterways. Most of us don!t think of our car as a source of beach pollution-but it is. The reality is vehicles are a necessity today, and we don't have a lot of choice about that. However, we can be more environmentally responsible and choose the method(s) of caring for and washing our vehicles in an ocean ,friendly way. Car washing is a pollution problem because many metals and ' aufifimoti\7e fluids are washed off with the soapy water, travel down the gutter col/ecting more street pollutants" then enter our storm water conveyance system and spill into our waterways and bays. ResidentiallNon-Commercial Vehicles: The Municipal Code allows for the washing of residential vehicles for non.-commercial purposes. While washing of your vehicle is allowed, washing-off polfutants from your vehicle such as paint, oils, sediment, debris: and such like polJutant(s) is illegal. This is why we encourage that you wash your personal vehicle without creating runoff. When washing is done at home, pollution can be minimized by washing the vehicle on the lawn or over a landscaped area to absorb the liquid and limit runofffr6m your property. Or, limit runoff by using a bucket and rag to wash your car arid a control nozzle on your hose to rinse the car. By actively reducing the amount of water used you are not only protecting our ocean, but helpif'19 to conserve water and reduci~g:your ¥tater bill. ' Charity Washes: may be conducted as long as they are staged in a manner which avoids or minimizes the discharge of pollutants-soap, sediment, water that may be conta'minated from automotive fluids and residues. Start by locating all storm drain inlets on, near Dr downstream of the wash site and sweeping up all sediment and debris in the area prior to washing the vehicles. On the day of the event, place sandbags or other blocking devices in front of the inlets to prevent wash water from entering the storm drain conveyance system. Any remaining standing wash water is to be swept or wet-vacuumed into a landscaped area or into the sanitary sewer system. We recommend the site and inlets be swept at the end of the wash event. mega! Washing Activities: Car dealerships, auto detailers, rental agencies and other automotive rerafed businesses that wash vehicles for commercial purposes must prevent the dirty water from entering the storm water conveyance system. All washing activity for commercial purposes must control, contain and capture the wash water before it leaves the site and/or enters a storm drain or a conveyance system. Failure to do so is mega!. Washing of all vehicles (residential and commercial) that cany items or SUbstances that have a potential to discharge the following pollutants: paint, oils, sediment, yard waste, construction debris, chemicals. hazardous wastes and other pollutants-is illegal. Adopt these behavfors and herp Clean up our beaches and bays. Think Blue, San Diego. For more information, call (6i9) 235~1000, or log on to: ww.w.thinkbluesd.org -(03/05/0;2) 1 I I 1 I I I I I I I I I' I I I I I I Auto'motive Fluids When it rains or when water flows out of yards or over pavement, it flows directly into storm drains. Many people mistakenly believe this water gets "cleaned" before reaching waterways. The sewer system and the storm water conveyance systems (drains, inlets, and catch basins) are separate; they are not connected. Sewer water gets treated, but everything th<;lt washes ----rritOlne storm water cOllveyanc-e-systerrrgo-es-u ntreoted-eHr-eeHy-i Af.e-6l:lf-r-iver-S,Gr:ee Ks.,-ba ys ___ -____ _ and ocean. This causes beach closures and postings due to contamination. Releasing pollutants into the storm water collection system is a violation' of the City Municipal Code, (43.0301). Whether you are at home, work, or play there are ways that residents and businesses alike can "Think Blue" and prevent pollutants from reaching our waterways. Most of us don't think of our car as a source of beach pollutirm-but it is. The reality is vehicles are a necessity today, and we don't have a lot of choice about that However, we,can be more environmentally responsible and choose the method(s) of caring for and repairing our vehicles in a more ocean friendly way. • Many automotive fluids -Motor Oil, Anti-Freeze, Transmission Fluids, De-Greasers, Solvents and the like are hazardous wastes. They are hazardous to you and me and-toxic to our envit-t>nment No one wants to swim in them. So, make sure to prevent them from entering our storm water conveyance system. Automotive Maintenance and Repair: When making repairs or performing minor maintenance on your vehicle, make sure you have protected the sidewalk, curb, street and gutter from repair fluids before beginning work. IdentITy the nearest stonn drain and take steps to protect it from the fluids. . When changing fluids, collect the substance and other automotive materials in seal able '. containers. Mark the containers. Never mix different substances in one container._ Store the containers in a secure location out of reach of children, animals and auf-of contact With water. Where to Take the Pollutants: Motor oil, Oil filters, anti-freeze and non-leaking auto batteries are accepted at the City of San Diego Used Oil and Filters Collection Events. Call (619) 235-2105 for event information. For other automotive fluids such as transmission and brake fluids, de-greasers, solvents and the like, call the City's Household Hazardous Maferials Program (619) 235-2111, to make an appointment to drop-off the pollutants. Leaking Vehicles: If your vehicle is leaking fluids, please make repairs as SOOIl as possible. A short-term, immediate solution is to put an oil drip pan with absorbent materials under your vehicle wherever it is parked (workl home and other destinations).. Until the repair is made, you must capture the leak and prevent fluids from reaching the street or gutter wher:e it can be carried into the storm drain conveyance system and into our waterways and beaches. Other Fact sheets that may pertain to your activities: Clean;ng Impervious Surfaces (High Pressure Washing); Be A Crean Water Leader: Control, Contain & Capture; $pt71s; and Car Washing. Adopt these behaviors and help Clean up our beaches and bays. Think Brue l San Diego. For more information, call (619) 235-1000, or log on to: www.thinkbruesd.org (D3/05/02) I Imty of San Diego -Water Quality Program -RESIDENTIAL BEST MANAGE1v.IENT PRAC~ICES Page 1 of 3 I & BayWatel' uality lontactus Q.(ltaminated ioperty lurrent Events EH Goals l :fuCatiOnal Materials ies, Mosquitos, & ats l :lrms & Applications i'equently Asked iTeStions laza~dOUs Materials ouslng Ispections & Permits l :lbSin DEH andfills I rOject Clean Water ublic Records ubfic Swimming ools ladiation Safety esfaurants & Markets l eptic Systems pills & Releases tormwater IOXiC Waste nderground Storage anks I'ater fells I I I ISe.arch : ~ Water Quality Program REStDI;NTIAL BEST MANAGEMENT1>~l:TltES-~--'~- Is stormwater from my home polluted? Several activities that you do at your home have the potential to pollute runoff. Potential pollutants from homes include oil, grease and other petroleum hydrocarbons, heavy metats, litter and debris, animal wastes, solvents, paint and masonry wastes, detergents and other cleaning solutions, and pesticides and fertilizers. . How you manage your home impacts the ocean, even if. you live several miles from the beach. Everything that exits your property will eventually run into the ocean. The sources of residential pollutants include household toxies, litter and debris, and runoff from car washing, pool and spa care, .Iawn maintenance and on-site domestic sewa'ge treatment systems. . Household Toxics It is very important to properly manage and dispose of household toxics to keep your family safe. and to prevent pollutants ti:; runoff. Did you know that oil and grease from automotive maintenance; p~int, masonry and cleaning 'wastes from home repairs and maintenance; pesticides and fertilizers from garden care are all considered household toxies?' Oil and grease wastes from leaking car engines and maintenance and repair activities may contain a wide variety of toxic hydrocarbon compounds and metals at varying concentrations, and that exposure may be toxic to aquatic plants and organisms. Other wastes may be poured into storm drains or pollute runoff from maintenance activities conducted by homeowners, including paint and masonry wastes, solvents, detergents from car wash activitiesr residues from carpet cleaning and pool and spa care. Call the Household Taxies Hotline, for free disposal options available in your area. Residents in the unin'corporated areas may call l(a71} R-l Earth or 1(877) 113-2784. From all other cities call 1(800) Clean Up. Improper disposal of household taxies into s~orJ11water I Inty of San Diego -Water Quality Program -RESIDENTIAL BEST MANAGEMENT PRACTICES Page 2 of3 I I I I, I I I I I I I I I I I I I Pesticides and Fertilizers Litter and Debris R . ~i- ..---.--.; .... r-..---:.;....,. ~~~:e:: ' ...... -. ... . Beach Closure sign Human pathogens can endanger aquatic habitat. For example, using excessive amounts of pesticides and fertilizers during landscape maintenance can contribute 'nutrients, such as nitrogen and phosphorusr and toxic organic substancesr such as organophosphates'and carbamates, into stormwater. Toxic materials can damage aquatic life and nutrients can result in excessive algae growth in waterwaysr leading to cloudiness and a reduced level of dissolved oxygen available to aquatic life. And unionized ammonia (nitrogen form) can kill fish. It is also important to properly disposal of litter and debris, including cigarette butts and green waste -(-Ieav-es-a-n8-g-r-as5-cI ip.piQ.gsJromJands.ca.p_e_rrta intena nce activities). Decaying organic matter reduces the amount of dissolved oxygen available to aquatic,life. litter and debris can plug up storm drains and redUce the aesthetic quality of the receiving waters Human pathogens (bacteria, parasites and viruses) can also pollute run off! Common sources of human pathogens are improperly man.eg:~d pet wastes and on- site domestic sewage treatment systems. High levels of coliform bacteria in stormwater$ whieh are used as an indicator of fecal contamination and the potential presence of pathogens, may eventually contaminate waterways and lead to beach closures. Decomposition of pet wastes. discharged to receiving waters also demand a high level of oxygenr which reduces the amount of dissolved oxygen available to aquatic life. . You can help control runoff pollution by doing the following: • Do not dispose of liquids or other materials to the storm drain system • Report illegal dumping of any substance (liquids, trash, household toxics) to the County's toll fre~, 24-hour hotline 1-888-846-0800 • Utilize the County Household Toxics Program for disposal of household taxies. Residents in the unincorporated areas may call l(817) R-l Earth or 1 (871) 113-2184. From all other cities call 1(800) Clean Up. • Keep lawn clippings and other landscaping waste out of gutters and streets by placing it with trash for collection or by composting it • Clean up and properly dispose of pet waste. It is best to flush pet waste. Alternatives to flushing are plaCing into trash or burying it in your yard (at least 3-ft deep). • Observe parking restriction for street sweeping. • Wash automobiles atcar washes or on pervious surfaces (lawns). to keep wash water out of the storm drain system. • Avoid excessive or improper use or disposal of fertilizers, pesticides, herbicides, fungicides, cleaning solutions, and automotive and paint products. • Use biodegradabler non-toxic, and less toxic alternative products to the extent possible. • Cover garbage containers and keep them in good repair. • Sweep sidewalks instead of hosing down. • Water lawn properly to reduce runoff. I Inty of San Diego -Water Quality Program -RESIDENTIAL BEST :MANAGEMENT PRACTICES I I I -------. I I I I I I I I I I I I I If you have questions or would like additional information, call the County Stormwater hotline at (619) 33S-204B or toll-free 1(RSS} 846-0800. Comments/Suggestions? swdutyeh@§.dcQuntv.ca __ .9.Q.'i ~, .,,: J ~,. .: '. :' ..... Page 3 of3 I I I I I I I I I I I I I I I I I I I Integrated Pest Management Principles I I i=»EST NOTES June 2"005 I Title Publ. Publ. No. Date No. Pgs. Title Publ. Publ. No. Date No. Pgs. 7436 4 7477 6 7482 4 Clothes Moths .................................................. rev. 12/00 7435 3 I Clovers ....................................................................... 11/01 Cockroaches .............................................................. 11/99 7490 3 7467 6 Codling Moth .................................................... rev.11/99 7412 4 COlllIDon Knotweed ................................................ 12/00 COlllIDon Purslane ........................................... rev. 10/03 I 7484 2 7461 3 Conenose Bugs .................................................. rev. 11/02 7455 3 . Cottony Cushion Scale .................................... rev. 12/03 Crabgrass ............................................................ rev. 9/02 I 7410 3 7456 4 Creeping Woodsorrel and Bermuda Buttercup ........................................................ rev.' 1/02 Dallisgrass ................................................................. 11/01 Dandelions .................................................................. 1/00 I 7444 4 7491 3 7469 3 Delusory Parasitosis .......................................... rev. 8/03 Deer .............................................................................. 6/04 Dodder ......................................................................... 1/02 I 7443 2 74117 3 7496 4 Drywood Termites ............................................. rev. 9/02 7440 6 Earwigs ........................................................................ 9/02 Elm Leaf Beetle ................................................... rev. 2/04 I 74102 2 7403 6 Eucalyptus Longhorned Borers ....................... rev. 1/00 7425 4 Eucalyptus Redgum Lerp Psyllid ................... rev. 1/03 Eucalyptus Tortoise Beetle ....................................... 1/03 I 7460 4 74104 4 Field Bindweed ................................................... rev. 4/03 7462 4 Fire Blight .......................................................... rev. 10/03 Fleas .................................................................... rev. II/DO Flies ...................................................................... rev. 4/04 I 7414 3 7419 4 7457 4 Lyme Disease in California .................................... 12/00 Millipedes and Centipedes ...................................... 3/00 Mistletoe .............................................................. rev. 8/01 Moles ............................................................................ 5/04 Mosquitoes .................................................................. 2/98 Mushrooms and Other Nuisance Fungi in Lawns ................................................................. 9/02 Nematodes .................................................................. 8/01 Nutsedge ............................................................. rev. 4/03 Oak Pit Scales ..................................................... rev. 1/04 Oleander Leaf Scorch ............. : .................................. 7/00 Olive Fruit Fly .......................................................... 12/03 Opossum ................................................................... ~ .. 4/05 Pantry Pests ....................................................... rev. 9/02 Perennial Pepperweed ....................................... : .... 10/04 Pitch Canker ......................................... , ..................... 2/03 Plantains ...................................................................... 6/00 Pocket Gophers .................................................. rev. 1/02 Poison Oak .................................. ' ..................... , .. rev. 5/01 Powdery Mildew on Fruits and Berries ............... 11/01 Powdery Mildew on Ornamentals ...... : ................. 11/01 Powdery Mildew on Vegetables ..................... rev.11/01 Psyllids ................................................................. rev. 5/01 Rabbits ................................................................. rev. 1/02 Raccoons ...................................................................... 6/04 Rats .......... : ................................. : ......................... , ......... 1/03 7485 3 7472 3 7437 3 74115 3 7451 3 74100 4 7489 5 7432 4 7470 2 7480 3 74112 4 74123 4 7452 4 74121 4 74107 5, 7478 3 7433 4 7431 4 7494 5 7493 4 7406 3 7423 6 7447 5 74116 3 74106 8 I (Continued on page 2) Q PDFs of these Pest Notes and HTML versio~s ~lli color photos are available o~e at www.ipm.ucdavis.edll. lui,""ffnl~M For other ANR publications, go to www.anrcatalog.ucdaVls.edu. I ~ UNIVERSITY OF CALIFORNIA· AGRICULTURE AND NATURAL RESOURCES Page1of2 I I I I I I I I I I I I I I I I I I I e EST NOTES Title Publ. Publ. No. Date No. Pgs. (continued from page 1) Rattlesnakes ................................................................ 6/04 74119 4 Redhumped Caterpillar ............................................ 3/00 7474 2 Red Imported Fire Ant ............................................. .4/01 7487 3 Roses in the Garden and Landscape: Cultural Practices and Weed Control... ..... rev. 7/03 7465 4 Roses in the Garden and Landscape: Diseases and Abiotic Disorders ................ rev. 10/03 7463 3 Roses in the Garden and Landscape: ---. Insect ar;cf Mite-Pests and Bene£cials ...... :: ....... 9m-/4o~--- Russian Thistle ......................................................... 12/00 7486 3 Scales .................................................................... rev. 4/01 7408 Scorpions ..................................................................... 8/03 74110 Sequoia Pitch Moth ............................................ rev. 3/04 7479 Skunks ......................................................................... 7/04 74118 Silverfish and Firebrats ............................................. 3/00 7475 Snails and Slugs ................................................. rev. 5/03 7427 Sooty Mold ....................... n ......................................... 3/03 74108 Spider Mites ...................................................... rev. 12/00 7405 Spiders ................................................................. rev. 5/00 7442 Spotted Spurge ................................................... rev. 1/02 7445 Sudden Oak Death in California ............................ .4/02 7498 Sycamore Scale ................................................. rev. 12/00 7409 Termites ............................................................... rev. 5/01 7415 Thrlps ................................................................... rev. 5/01 7429 Tree Squirrels ....................................... : ..................... 4/05 74122 Voles (Meadow Mice) ........................................ rev. 1/02 7439 Walnut Husk Fly .............................................. rev. 12/00 Weed Management in Landscapes ................. rev. 8/01 Weed Management in Lawns .................................. 1/04 Whiteflies ............................................................ rev. 9/02 Wild Blackberries ............................................... rev. 4/02 Windscorpion .. ' ........................................................ 11/01 Wood-boring Beetles in Homes ...................... rev. 11/00 Wooc;l Decay Fungi in Landscape Trees ................. 3/03 Woodpeckers ...................................................... , ............... 6/05 Wood Wasps and Horntails ........................... rev. 12/00 YelIowjackets and Other Social Wasps ............ rev. 8/01 Yellow Starthistle ............................................... rev. 7/03 7430 7441 74113 7401 7434 7495 7418 74109 74124 7407 7450 7402 5 4 4 3 4 4 2 3 4 4 5 2 6 6 4 4 2 6 8 4 4 1 3 4 3 2 4 4 June 2005 IU~~lPM For other ANR publications, go to www.anxcatalog.ucdavis.edu. ~ ~I~ h PDF, of thM' p", No"" =d lITML v",'ons with rol'" pho'o, = ",,,",bl, ooIin, " wwwjpm,",,,",,",,,da r.::;,:.:,j . . ~ UNIVERSITY OF CALIFORNIA • AGRICULTURE AND NATURAL RESOURCES j I I I I I I I I I I I I I I I I I I I APPENDIX 5 Discussion of Feasible Treatment BMP Options I I I I I I I I I I I. I I I I I I I I The following is a discussion of the treatment BMP options considered The owner and the design team have weighed the recommended BMP options from each category before selecting the primary treatment BMP system for the project, which can be found in Selected Treatment BMP(s) in Section 4 of the main Water Quality Technical Report. Detention Basins Detention basins (a.k.a. dry extended detention ponds, dry ponds, extended detention basins, detention ponds, and subsurface storage devices) are basins with controlled outlets designed to detain storm water runoff, allowing particles and associated pollutants to settle. Detention basins may be designed to include vegetation, allowing for further pollutant removal through infiltration and natural pollutant uptake by vegetation. Detention basins are among the most widely applicable storm water management practices. They should be used for drainage areas of at least 10 acres, and they can be used with almost all types of soils and geology. Detention basins can be used solely as flood control devices or they can be designed for both flood control and improving water quality. Detention and retention can be accomplished using geotextiles or waterproof liners to wrap a .~ structure. These subsurface storage devices (pipe galleries, Rainstore grid system, vaults, etc.) provide multiple uses in the same footprint. Subsurface storage can create an efficient storage space below parking or landscaped areas, designed to support heavy loads. Recommended Detention Basin Option Detention is utilized for peak flow attenuation in the Bressi Commercial Project, however, volumes detained are too small to meet water quality requirements, and above ground detention is undesirable due to proximity of steep slopes to most of the Project. Infiltration Infiltration devices, such as infiltration trencheslbasins and porous/permeable pavement rely on the filtering ability of soils or other materials to treat urban runoff discharges and reduce discharge amounts. I I I I I I I I I I I I I I I I I I I Infiltration Basins and Trenches Infiltration basins and trenches are storm water control structures that provide both retention and treatment of storm water runoff. The natural physical, biological, and chemical processes taking place in the infiltration basins and trenches remove pollutants including particulates, organic matter, metals, dissolved metals, and nutrients. Water is percolated through soils, where filtration and biological action remove pollutants. Storm water can be allowed to remain in the soil, or it can be removed through perforated pipe underdrains and routed to an outflow facility. An underdrain is required when dealing with low permeability, low voids, or frozen soil. Small trenches can be used for water quality, while larger trenches should be constructed if flood control is required. Infiltration basins/trenches require a minimum soil infiltration rate of 0.5 incheslhour and at least 4 feet between the bottom of the structure and seasonal ground water levels to work efficiently. These systems should be installed only after the contributing atea has stabilized to minimize the inflow of sediment. 2 Porous/Permeable Pavement Porous/permeable pavement also mitigates storm water runoff through infiltration. These infiltration systems use a combination of load-bearing, durable surfaces with underlying layered structures to allow infiltration and treatment of storm water. Porous/permeable pavement can be used over soils with low infiltration rates and in areas with low traffic volumes, making them highly appealing for urban redevelopment projects. There are several types of proprietary permeable pavements: • UNI Eco-Stone: UNI Eco-Stone is a true interlocking concrete paver that is capable of supporting heavier vehicle loads than other permeable pavements and can be installed in several different patterns. UNI Eco-Stone consists of conventional .concrete unit pavers with the added feature of permeability. The notched design creates voids between the pavers and the void area is filled with a graded aggregate suitable for the filtration of the project. In some cases, the use of filter layers or geotextiles may be required.3 2 http://www.highwaybmp.dfwinfo.comIFHWA]DFlInfiltration%20Trench.pdf 3 http://www.uni-groupusa.org I I I I I I I I I I I I I I I I I I I • GravelPave: GravelPave is an interlocking structure that is designed to tolerate high frequency and low speed traffic. GravelPave is a ring and grid structure on a non-woven polyester fabric that is installed on the top-wearing course of roads, driveways, parking lots, and trails. The GravelPave mats are then filled with 3/16" minus sharp gravel of various colors, creating a filtration layer for stormwater runoff.4 • GrassPave: GrassPave is a porous paving system that provides load-bearing strength while protecting vegetation root systems from deadly compaction. High void spaces within the entire cross-section promote excellent root development whil~ providing " storage capacity and-treatment for storm water ruiloff. ,GrassPave is'a plastic 'Sub-surface reinforcement structure that is produced and distributed in rolls, which makes it easier to cut and install than other grass paving products. 5 • Geoblock: The Geoblock porous paving system is a series of interlocking, high-strength blocks made from recycled materials. The system provides load-bearing strength and the most demanding turf protection, allowing for vigorous growth of turf grass.6 Recommended Infiltration Option The soil type D in the area of the Bressi Ranch Planning Area 15 Project does not provide the required infiltration rate required for infiltration basins; therefore,' they are not feasible for this project. Additionally, saturation of soil in the vicinity of buildings and steep slopes creates soil stability issues. Wet Ponds Wet ponds need sufficient drainage area to maintain the permanent pool., In humid regions, this is typically about 25 acres, but a greater area may be needed in regions with less rainfall. 7 A wet pond is not an option for this project due to space constraints, drainage area requirements, and recent reports of vector problems associated with wet ponds. 4 http://www.invisiblestructures.com 5 http://www.invisiblestructures.com 6 http://www.sspco.org!geoblock.html 7 National Menu of Best Management Practices for Storm Water Phase II, US EPA I I I I I I I I I I I I I I I I I I I Filtration Systems Filtration systems include biofilters, sand and organic filters, and proprietary devices. Biofilters Bioretention areas are landscape features designed to provide treatment of storm water runoff. These areas are typically shallow, landscaped depressions. During storms, the runoff ponds above the mulch and soil of the bioretention system, then runoff filter.s through the mulch and soil mix, which can be collected in a perforated underdrain and returned to the MS4, ~f requir~d. Biofiltration includes grass swales, buffer strips, flow-through or infiltration planter boxes, and bioretention areas, providing effective treatment through filtration, biological uptake, and attenuation of storm water runoff. 8 • Grass swales: These linear filtration practices can be used on sites with slopes ofless than 4 percent. They are well suited to treat roadway runoff and they aide in reducing runoff velocities. • Buffer strips: These vegetated surfaces are designed to treat sheet flow from adjacent areas. Like grass swales, buffer strips function by reducing runoff velocities to filter sediment and other pollutants and provide some infiltration into underly4Ig soils. • Flow-through planter boxes9 or Filterra catch basins10: These natural filtration areas are designed to allow runoff to filter through layers of topsoil (thus capturing pollutants) 'and then be collected in a perforated underdrain and discharged to the MS4. The planter'is sized to accept runoff and temporarily store the water in a reservoir on top of the soil; water should drain through the planter within 3-4 hours after a storm event. • Bioretention areas: These landscape features are· designed to provide treatment of storm water runoff. These areas are typically shallow, landscaped depressions, located within small pockets of residential land uses. During storms, the runoff ponds above the mulch and soil of the bioretention system. The runoff filters through the mulch and soil mix, 8 Gt\SQA, California Stonnwater BMP Handbook, New Development and Redevelopment 9 Stonnwater Management Manual, September 2002 I I I I I I I I I I I I I I I I I I I typically being collected in a perforated under drain and returned to the MS4. An example of a low impact development bioretention BMP is a rain garden. 11 Sand and Organic Filters For sand and organic filtration systems, there are five basic storm water filter designs: • Surface sand filter: This is the original sand filter design with the filter bed and sediment chamber placed aboveground. The surface sand filter is designed as an offline system that receives only the smaller water quality events. • Underground filter: This is the original sand filter design with the filter bed and sediment chamber placed underground. It is an offline system that receives only the smaller water quality events. • Perimeter filter: This is the only filtering option that is an online system with an overflow chamber to accommodate large storm events. 12 • Organic media filter: This is a slight modification to the surface sand filter, with the sand medium replaced with or supplemented by an organic medium to enhance pollutant removal of many compounds. • Multi-Chamber Treatment Train: This is an underground system with three filtration chambers designed to achieve very high pollutant removal rates. 0 Proprietary Devices Proprietary filtration devices include offline filtration systems, online filter units, and filtration based inlet inserts. Proprietary catch basin insert devices contain a filtering medium placed inside the stormwater system's catch basins. The insert can contain one or °more treatment mechanisms, which include filtration, sedimentation, or gravitational absorption of oils. The 10 Prince George's County, Maryland, Department of Environmental Resources, Programs and Planning Division 11 Prince George's County, Maryland, Department of Environmental Resources, Programs and Planning Division 12 EPA 832-F-99-007 I I I I I I I I I I I I I I I I I I I water flows into the inlet, through the filter, where pollutants and contaminants are removed, and then into the drainage system. There are two primary designs for inlet inserts. One design uses fabric filter bags that are suspended in place by the grate or by retainer rods placed across the catch basin. The fabric filter design includes a skirt that directs the storm water flow to a pouch that may be equipped with oil-absorbing pillows. These inlet inserts are typically equipped with "Bypass Ports" to prevent flooding during large storm events. Maintenance on the fabric filter inserts include~ periodic inspection and replacement of the entire insert when it becomes clogged with captured pollutants. The other design for inlet inserts uses stainless steel, High-Density Polyethylene (HDPE), or other durable materials to form a basket or cage:'like insert placed inside the catch basin. This basket contains the filter medium and absorbent materials that treat the storm water as it passes through. These inlet inserts are also equipped with bypass pathways to allow normal operation of the storm drain system during large storm events. Maintenance on the basket-type inlet inserts includes periodic inspection and removal and replacement of the filter medium and absorbent materials (not the entire inlet insert). There are several types of proprietary inlet inserts for both design types13: Fabric Filter Bag Design • Stream Guard: Stream Guard works by initially capturing sediment and trash and debris, and then combats dissolved oil, nutrients and metals through a filter media. . , . . ..' .. • Ultra-Drainguard: Ultra-Drainguard works by initially capturing sediment and trash and debris, and then combats dissolved oil, nutrients and metals through a filter media. The Ultra-Drainguard has an oil absorbent pillow that can be replaced separate from the filter during times of large free-oil runoff. Basket-type Inlet Inserts 13 http://www.epa.gov/regionl/assistance/ceitts/stormwater/techs I I I I I I I I I I I I I I I I I I I • AbTech Ultra-Urban Filter: The Ultra-Urban Filter is a cost-effective BMP designed for use in storm drains that experience oil and grease pollution accompanied by sediment and trash and debris. The oil is permanently bonded to a SmartSponge, while sediment and trash and debris are captured in an internal basket. • AguaGuard: AquaGuard works by initially capturing sediment and trash and debris, and then combats dissolved oil, nutrients and metals through a filter media. AquaGuard compares to others by being easy to handle, i.e. no special lifting equipment for filter removal. • Bio Clean: Bio Clean has designed an Inlet Skimmer Box to trap sediment, grass, leaves, organic debris, floating trash, and hydrocarbons, utilizing hydrocarbon absorbing cellulose and a series of stainless steel filter screens. The boom traps large debris as well as absorbing oil and grease. A diffuser plate is used to minimize re-suspension of trapped sediment. Skimmer boxes come is a variety of shapes and sizes to fit all manner of curb inlets and catch basins. Bio Clean also produces an inline Downspout Filter unit, which can adapt to 4",6", or 8" pipes.14 • FloGard: FloGard uses catch basin filtration, placing catch basin insert devices with a filter medium just under the grates of the stormwater system's catch basins. FloGard handles non-soluble solids such as sediment, gravel, and hydrocarbons, which are all potential pollutants originating from the roof and parking lot. FloGard is available for standard catch basins and for roof downspouts. 15 Recommended Filtration Option Based on the proposed site drainage patterns, biofiltration is not applicable to this project. Bioretention creates soil saturation concerns similar to infiltration systems. 14 http://www.bioc1eanenvironmental.net 15 http://www.kristar.com I I I I I I I I I I I I I I I I I I I Hydrodynamic Separator Systems Hydrodynamic separator systems (HDS) or Continuous Flow Deflection Systems (CFDS) are flow-through structures with a settling or separation unit to remove sediments and other pollutants that are widely used in storm water treatment. No outside power source is required, because the energy of the flowing water allows the sediments to efficiently separate. Depending on the type of unit, this separation may be by means of swirl action or indirect filtration. Hydrodynamic separator systems are most effective where the materials to be. removed from runoff are heavy particulates that can be settled or floatables that can be captured, rather than solids With poor settleability or dissolved pollutants. For hydrodynamic separator systems, there are six major proprietary types!6: • BaySaver®: The BaySaver Stormwater Treatment System meets regulations for non-point source pollution control. The system operates using gravity flow and density differences to remove oils, fine suspended solids, and floatable& (trash and other debris) from stormwater runoff • Bio Cle.an Nutrient Separating Baffle Box!7: The Bio Clean Baffle Box captures foliage, litter, sediment, phosphate; the whole flow is treated. Turbulence deflectors prevent captured sediment from re-suspending. Hydrocarbons collect in front of the skimmer and are absorbed by an oil boom. Nutrient rich vegetatiop.. and litter ·are. captured in a filtration screen system held above the static water, allowing it to dry out between storms. This separation prevents hutrients from leaching into the static water and flushing out with the next storm, as well as preventing bacterial buildup. • Continuous Deflective Separation (CDS): CDS technology separates settleable particulate matter from stormwater runoff, capturing almost 100 percent of the floatable material. A sorbent material can be added to remove unattached oil and grease. The sorbent material can be added to the CDS unit's separation chamber, four pounds for every acre of impervious surface subj ect to oil and grease runoff I I I I I. I I I I I I I I I I I. I I I • Downstream Defender™: Downstream Defender traps sediment while intercepting oil and grease with a small head loss. • Stormceptor®: Stormceptor traps sediment while intercepting oil and grease. • Vortechs TM: Vortechs combines baffle walls, circular grit chambers, flow control chambers, and an oil chamber, removing hydrocarbons, settleable solids, and floatables from the storm water runoff. Recommended Hydrodynamic Separator Option All of the abovementioned devices are designed specifically for sediment removal with the idea being that a majority of the pollutants of concern will attach themselves to t?-e sediment. They all capture oil and trash (floatables). All of the manufacturers provide design assistance and guarantees on their units. BaySaver, Bio Clean, Downstream Defender, and Vortechnics have the best removal efficiencies, based on third party testing. The V ortSentry has one of the smallest footprints. The CDS unit has a relatively low cost, a small footprint, and it is widely accepted in San Diego County. The BaySaver is the most economical. The Bio Clean Nutrient Separating Baffle Box treats runoff from the entire site, not just "first flush." However, based on removal efficiencies and product design Jensen Precast Stormwater Interceptors or similar would be ideal for Bressi Ranch Planning Area 15. 16 http://www.epa.gov/regionl/assistance/ ceitts/ stormwater/techs 17 http://www.biocleanenvironmental.netl I I I APPENDIX 6 I Operation and Maintenance Plan I I I I I I I I I I I I I I I I I I I I I I I I I ... I I I I I I I I I OPERATION AND MAINTENANCE PLAN FOR POST-CONSTRUCTION BMPs BRESSIN COMMERCIAL P A-IS CITY OF CARLSBAD, CA NOVEMBER 2007 Prepared For: LNR PROPERTY CORPORATION A CALIFORNIA LIMITED LIABILITY COMPANY 4275 EXECUTIVE SQUARE, SUITE 210 LA JOLLA, CA 92037 Prepared By: PROJECT DESIGN CONSULTANTS Planning , Landscape Architecture i Engineering i Survey Job Number 3291.10 701 B Street, Suite 800 San Diego. CA 92101 619.235.6471 Tel 619.234.0349 Fax I I TABLE OF CONTENTS I l. I 2. INTRODUCTION ......................................................................................................... _ ...... 5 RESPONSIBLE PARTIES .................................................................................................. 7 I 3. OPERATION AND MAINTENANCE RECORDS ........................................................... 9 I 4. EMPLOYEE TRAINING PROGRAM ............................................................................. 10 I 5. MAINTENANCE SCHEDULE ........................................................................................ 11 I 6. SPECIFIC MAINTENANCE ACTIVITIES ..................................................................... 13 Site Design BMPs .............................................................................................................. 13 I Reduction of Impervious Surfaces ......................................................... , ............... 13 I Conservation of Natural Areas ......................................................................... _ ...... 13 I Minimization of Directly Connected Areas ........................................................... 13 I Protection of Slopes ............................................................................................... 14 Source Control BMPs ........................................................................................................ 15 I Inlet Stenciling and Signage .................................................................................. 15 I Covered and Contained Trash Storage .................................................................. 15 I Efficient Irrigation ............................................................................................ : .... 15 I Integrated Pest Management Principles ................................................ -................. 15 Education of Groundskeepers and Students .......................................................... 15 I TreatInent BMPs ................................................................................................................ 15 I ii I I I I I I I I I I I I I I I I I I I I Jensen Precast Stonnwater Interceptors ................................................................. 15 Abtech Ultra Urban Filters with Smart Sponge ................................ , ................... .17 Landscaped Drainage Basin ............................................................ -....................... 13 Vegetated Swale ..... : ...................................................................................... ~ ........ 14 Loading Dock Trench Drain and Retention Basin ................................................. l8 iii I I I I I I I I I I I I I I I I I I I TABLES Table 1. BMP Ownership ................................................................................................................ 8 Table 1. Permanent Storm Water BMP Maintenance Schedule ................................................... .11 APPENDICES 1. Proj ect Maps 2. Example Maintenance Logs 3. Recorded Maintenance Agreement iv I I I I I I I I I I I I I I I I I I I 1. INTRODUCTION This Operation and Maintenance Plan (OMP) for Post-Construction Best Management Practices (BMPs) details the training program, maintenance operations and frequency, and record keeping for the post-construction BMPs at Bressi Commercial PA-15, as well as a summary of the associated offsite BMPs. As detailed in the Storm Water Management Plan (SWMP) for Bressi Commercial PA-15, the following post-construction BMPs are included in this OMP: Site Design Reduction of impervious surfaces Conservation of natural areas Minimization of directly connected areas ProtectIon of slopes Source Control Inlet stenciling and signage Covered and contained trash storage Efficient irrigation Integrated pest management principles Stonn water education Treatment Jensen Precast Stormwater Interceptor I I I I I I I I I I I I I I I I I I I Abtech Ultra Urban Filter with Smart Sponge Landscaped Drainage Basin Vegetated swale Loading dock trench drain and retention sump I I I I I I I I I I I I I I I I I I I 2. RESPONSIBLE PARTIES The Property Owner, LNR Property Corporation, is responsible for implementing this OMP. The Property Owner shall install, maintain, repair, and replace all onsite Permanent Storm Water Best Management Practices (Permanent Storm Water BMPs) until the obligation is transferred to and assumed by another entity. Any transfer of obligation must be approved by the City of Carlsbad with appropriate documentation. The Property Owner may designate a Responsible Party, satisfactory to the City Manager, to maintain the Permanent Storm Water BMPs, following the operation and maintenance guidelines set forth in this OMP. The designation of a Responsible Party to maintain the Permanent Storm Water BMPs does not relieve the Property Owner of any of the obligations or duties of implementing the OMP. If a Responsible Party is designated to maintain the Permanent Storm Water BMPs, the contact information and copies of contracts or other signed agreements between the Property Owner and the Responsible Party shall be included in the OMP Records. Table 1 defines the current responsible parties for the BMPs. The Standard Maintenance ... Agreement is included in Appendix 3. I I I I I I I I I· I I I I I I I I I I TABLE 1. BMP OWNERSHIP BMP Description Reduction of Impervious Surfaces Conservation of natural areas Minimization of directly connected areas Protection of slopes Inlet stenciling and signage Covered and contained trash storage Efficient irrigation Integrated pest management principles Education of tenants Jensen Precast Stormwater Interceptor Abtech Ultra Urban Filters Landscaped Drainage Basin Vegetated Swale Loading Dock Trench Drain and Retention Sump Ownership LNR Property LNR Property LNR Property LNR Property LNR Property LNR Property LNR Property LNR Property LNR Property ", LNR Property LNR Property , L~Property LNR Property LNR Property I I I I I I I I I I I I I I I I I I I 3. OPERATION AND MAINTENANCE RECORDS Records shall be kept of all operation and maintenance activities for the post-construction BMPs at Bressi Commercial PA-15. The Property Owner shall retain these records for a minimum of 5 years from the date of origination. The records shall be made available to the City for inspection upon reasonable request. Example maintenance logs are included in Appendix 2 of this document. I I I I I I I I I I I I I I I I I I I 4. EMPLOYEE TRAINING PROGRAM Employee training is a vital component to proper implementation and effective operation of BMPs. All persons performing inspections and maintenance on the storm water BMPs at Bressi Commercial PA-IS shall be properly trained on the BMP maintenance requirements, BMP inspection procedures, disposal procedures, and documentation procedures included in this Operation and Maintenance Plan. In addition, all grounds management crews and building operators will be educated on general storm water issues and everyday operation procedures to prevent storm water pollution. Formal training will be conducted on an annual basis for all employees and will be-included in the orientation of new employees. It is the responsibility of LNR Property to ensure the continued implementation of the employee training program. I I I I I I I I I I I I I I I I I I I 5. NUUNTENANCESCHEDULE The maintenance schedule for the Permanent Storm Water HMPs at Bressi Commercial PA-15 is provided in Table 2. Detailed information on the maintenance activities is provided in the following section. TABLE 1. PERlViANENT STORM WATER BMP MAINTENANCE SCHEDULE Permanent Storm Water BMP Inspection/Maintenance Frequency* Site Design Reduction of impervious surfaces As necessary Conservation of natural areas As necessary Minimization of directly connected areas Monthly, Before, During & After Storms Landscaped Drainage Basins Monthly~ Before, During & Aftef" Storms . - Protection of slopes Monthly, Before, During & After Storms Source Control Inlet stenciling and signage Annually Covered and contained trash storage Monthly, Before, During & After Storms Efficient irrigation Monthly Integrated pest management principles Monthly Education of Faculty and Students Annually I I I I I I I I I I I I I I I I I I I Treatment Jensen Precast Stormwater Interceptor Monthly, Before, During & After Storms Abtech Ultra Urban Filter Monthly, Before, During & After Storms Vegetated Swales Monthly, Before, During & After Storms l::. Loading Dock Trench Drain and Monthly, Before, During & After Storms Retention Sump *The frequencies listed are the minimum required inspection frequencies. If, upon inspection, maintenance is required then maintenance shall be performed within a reasona,ble time period but no later than 14 days after discovering the maintenance need. I I I I I I I I I I I I I I I I I I I 6. SPECIFIC MAINTENANCE ACTIVITIES Site Design BMPs Reduction of Impervious Surfaces The minimized impervious area in the design of Bressi Commercial PA-IS will be maintained by grounds management in accordance with the appropriate care required for proper operation. Conservation of Natural Areas To maintain the conserved natural areas of the original, design for Bressi Commercial PA-IS, grounds management will perform general landscaping duties applicable to the vegetation and land use. Minimization of Directly Connected Areas To maintain the minimized directly connected impervious areas (DCIAs) of the design for Bressi Commercial PA-I5, grounds management will perform maintenance and landscape duties to ensure DCIAs meet drainage design. Landscaped Drainage Basin LNR Property Corporation is legally responsible for the operation and maintenance of all onsite landscaped drainage basins per the standard City of Carlsbad Maintenance Agreement. Specific requirements for the landscaped drainage basins are presented below: o Normal landscaping upkeep should be completed for the landscaped drainage basins to remove overgrowth and organic material from accumulating in the basin. o Mulch and top layer of soil in landscaped drainage basin acts as a filter for sediment and should be replaced routinely. Replacement of the top mulch layer and the top layers of soil should be replaced when infiltration through the media is no longer occurring at reasonable rates or should standing water remain in the landscaped drainage basin. At a minimum mulch and the top layer of soil should be replaced annually. I I I I I I I I I .1 I I I I I' I I I I o Inspect the overflow grate inlet monthly or before and after major stonns for any structural damage or blockage. Debris grate should be level and fmnly seated in the inlet. No sediment or trash and debris should be blocking the curb cuts allowing flows into the basin from the adjacent curb and gutter. All trash and debris in the landscaped basin should be removed and disposed of properly. o Interior of inlet box should be inspected bi-annually for sediment accumulation a,nd/or trash and debris that may be restricting flows from exiting the box. Additionally, visual confirmation of no sediment accumulation in the perforated stonn drain discharging into the inlet box should be completed. Any captured material in the inlet box an<;1/or perforated stonn pipe should be removed and disposed of properly. Vegetated Swale LNR Property Corporation is legally responsible for the operation and maintenance of all onsite vegetated swales per the standard City of Carlsbad Maintenance Agreement. Specific maintenance requirements for the vegetate~. swales are as follows: o Vegetated swales are to be maintained weekly or bi-monthly to ensure vegetation is trimmed and that no blockage of the flow path exists. Any irregularities in the flow path should be repaired or removed to ensure proper function of the conveyance feature during a stonn event. o Any sediment accumulated over time in the vegetated swale must be removed to allow proper flow of stonn water through the system. Additionally any trash or debris present in the swale should be removed. Protection of Slopes To maintain the protected slopes of the original design for Bressi Commercial PA-IS, grounds management will perfonn landscape maintenance, inspect for failure of slopes, and repair damaged areas so that they confonn to original design. I I I I I I I I I I I I I I I I I I I Source Control BMPs Inlet Stenciling and Signage To maintain the inlet stenciling and signage at Bressi Commercial PA-I5, grounds management will re-stencil or re-stamp the inlet stencils/signs if they become unreaaable. At a minimum, the inlet sten.cils/signs will be re-stenciled or re-stamped at least once every 5 years. Covered and Contained Trash Storage To maintain the covered and contained trash storage at Bressi Commercial PA-I5, grounds management will clean areas of graffiti, and ensure no storm water run-on or run-off occurs for the area. Efficient Irrigation The irrigation system installed with Bressi Commercial PA-I5 in the BOA landscaped areas shall be maintained in accordance with the landscape and irrigation plans. Grounds management shall immediately repair any broken components of the irrigation system upon discovery of the damage or malfunction. Integrated Pest Management Principles Grounds management will be trained on integrated pest management principles and only licensed pesticide applicators will be used at Bressi Commercial PA-I5. Education of Groundskeepers and Students The Property Owner may increase storm water awareness by providing faculty and students with pamphlets or other materials regarding storm water protection. Treatment BMPs Jensen Precast Stormwater Interceptors LNR Property Corporation is legally responsible for the operation and maintenance of the all onsite treatment BMPs via the standard Carlsbad Maintenance agreement. I I I I I I I I I I ... I I I I I I I I I Maintenance and observation should occur only after a minimum of seven to ten days of non- flow dry weather. The recommended bi-annual maintenance and observation sequence is described below: o Regular cleaning at prescribed intervals is necessary to maintain the efficiency of ail interceptor. The performance of the interceptor becomes impaired as sand, oil and other materials accumulate. Reduced volume results in reduced detention times and thus, reduced treatment efficiency. The maintenance frequency should be reevaluated on any system that has clogged. Changes in effluent input quantity and quality are not unusual in commercial and industrial installations. Consequently, reevaluations of maintenance frequencies are common practice for the pretreatment of oil-laden wastewater. o After the accumulated sand / oil and waste material have been removed, the interceptor should be checked thoroughly to make certain that the inlet, outlet and air relief ports are clear of obstructions. Backups prior to scheduled maintenance intervals indicate a clogged system which could result in surcharge. o Remove in sequence (from influent to effluent) sediment chamber access covers, observe for excessive flotsam and remove as necessary. Record sludge depth from several locations in each chamber. When average recorded sediment depth is between 6 and 12 inches, it is time to remove the captured sediments. Periodic removal of sand, silt, and other materials that collect at the bottom of the first chamber will be more frequent than the remaining chambers. The sediment level can be determined by using a probe to determine the depth of solids build up. The time span of when each JPHV will need to be pumped will vary from site to site, and is dependent on the frequency and volume of sediments flowing to the interceptor. o The Jensen Precast JPHV stormwater interceptor is equipped with hydrocarbon sorb~nt pillows or mats that are observed for color change. These units will be solid white when they are initially installed, but will turn darker as they absorb oils. They can each absorb up to five times their weight in hydrocarbons, and as they begin to absorb oil, they start to I I I I I I I I I I I I I I I I I I I change color. When the mats or pillows are observed to be a uniform dark brown or gray, they need to be replaced. To remove the mats or pillows, fmd the lines for them attached to the appropriate access cover and pull them out. Care should be taken in lifting the saturated units out of the access way as they could weigh up to five times as much as the replacements. Similar to used drain oil or other non-environmentally safe material, the used mats or pillows should be disposed of as directed by the local authority.- Replacement mats or pillows can be obtained from the Jensen Precast office nearest you .. The oil absorbent media are an important component of the JPHV Stormwater Interceptor and must be replaced and maintained for the interceptor's efficient operation. o Jensen Precast recommends that a professional pumping contractor trained and licensed to remove and dispose of captured sediment material shall perform this task. Sand, oil and other waste matter that has been removed from the interceptor should not be introduced into any drain, sewer, storm drain or natural body of water. All material should be disposed of according to local regulations. Contact your city official for information. o The total projected yearly observation and maintenance review is proJected to be less than five man-hours. The twice-yearly observation should require less than two man hours each visit including observation for mosquito control. Sediment removal freq~eney is dependent on the drainage basin size and sedi~ent bed load. Abtech Ultra Urban Filters with Smart Sponge LNR Property Corporation is legally responsible for the operation and maintenance of the Abtech Ultra Urban Filter with Smart Sponge. Specific maintenance requirements for the Ultra Urban Filter are presented below: o The Ultra Urban Filter should be serviced as needed to remove sediment and debris, according to the expected debris accumulation. Sediment and debris .should be vacuumed I I I I I I I I I I I I I I I I I I I out of the inserts through the opening of the drain with conventional maintenance equipment, typically in 10 minutes or less. o Under normal operating conditions the Ultra Urban Filter should be replaced every 1-3 years. Smart Sponge Plus features a proprietary antimicrobial agent chemically and permanently bound to the Smart Sponge polymer surface and therefore does not leach or leak. o Inspection of the basket and the sponge filter should be completed ~onthly to ·ensure integrity of the system. Any faults in the system should be remedied immediately. Any graffiti or aesthetically detrimental portions of the system should be cleaned or replaced as well. Loading Dock Trench Drain and Retention Basin o LNR Property Corporation is legally responsible for the operation and maintenance of all onsite loading dock trench drain and retention basins per the standard City of Carlsbad Maintenance Agreement. Specific maintenance requirements for the vegetated swales are as follows: o Trench drain and retention basins are to be inspected monthly and before and after storms. Any standing water in'the sump from storms should be pumped-into the. stprm drain upstream of the structural treatment BMP immediately after the storm, ensuring sump water does not breed bacteria and is treated prior to leaving the site. Apy 'spills or nuisance from the loading dock captured in the sump should be removed by a trained professional and disposed of properly o Trench drains are to be inspected to ensure structural stability of the grate over the trench drain as well as to verify that no sediment or debris have accUInulated to impede storm flows. Retention basins are to be thoroughly cleaned of all sediment and debris. Additionally, all standing fluids in the basin are to be removed from the sump and I I I I I I I I I I I I I I I I I I I disposed of properly. Structural integrity of the grate on the retention basin should be confmned and the grate should be seated fmnly in the basin frame. I I I APPENDIXl I PROJECT MAPS I I I I I I I I I I I I I . I I I I I SEE SWMP EXHBITS I I I I I I I I I I I I I I I I I I I APPENDIX 2 I MAINTENANCE LOGS I I I I I I I I I I I ·1 I I I I I I Inspectors must be qualified personnel, trained in storm water management issues and BMP inspection procedures. I Inspection Date: Time: Inspected By: Current Weather: Type of Inspection: Monthly Pre-storm Storm Post-storm I I I BMP to Inspect I Condition I Comments/Corrective Action I 0 Satisfactory Inlet stenciling and signage is easily read and 0 Needs Attention appropriately located. 0 Not Inspected - 0 Satisfactory I Trash storage areas are free of graffiti and 0 Needs Attention have no visible run-on or YUh-off. 0 Not Inspected I Efficient irrigation system is free of leaks 0 Satisfactory and is operating as specified by the 0 Needs Attention I manufacturer. Not Inspected 0 Stormwater Interceptor unit should be free of Satisfactory graffiti. All internal components should be 0 I in working order. Should have capacity in sump to hold sediment and trash and debris 0 Needs Attention generated in future storm. Internal flow path should be free of obstructions. Oil mats I should not be dark brown or gray but more 0 Not Inspected white in color. Ultra Urban Filter. 3 system inspections 0 Satisfactory I yearly, minimum fllter cleanings bi-annually, 0 Needs Attention 1 change and disposal of filter medium Not Inspected yearly. 0 I Landscaped drainage basins should be free of " ", '" " 0 Satisfactory excess organic material, vegetation should be Needs Attention trimmed, overflow grate inlet should be clear 0 I I of blockage, and curb cuts should be 0 Not Inspected unobstructed. Vegetated swale is free of sediment and trash 0 Satisfactory and debris. No large irregularities should ," exist along the bottom of the swale. No 0 Needs Attention erosion should be observed on the channel - bottom or banks. Vegetation should be 0 Not Inspected I approximately. Loading dock trench drain and retention o Satisfactory sump should be free of sediment, trash, and I debris. Retention sump should be dry and o Needs Attention clean. All grates on trench drains and sumps should be securely seated and structurally o Not Inspected sound. I I I I I I I I I I I I ,I I 'I I I I I I I OPERATION AND MAINTENANCE LOG OWNER~ __________________________________________ ___ MAILING ADDRESS _____________________________________ _ CITY ______________________________ STATE_· __ ~Z~ ______ __ PHONE, _____________________ FAX~ ________ ~--------~ CONTACT ________________ ~ ________________________ __ EMERGENCYPHONE ________________________________ ~---- SYSTEMMODEL ______________________________________ ~ INSTALLATION DATE _________________ --- INSTALLATION ADDRESS ________________________________ __ CITY __________________________ STATE. ____ -----'Z~_'__ __ __ INSPECTION HYDROCARBON SEDIMENT FLOATABLE DATE BY MATCONDmON DEPTH DEPTH COMlvIENTS . CLEANOUT DATE PUMPER VOL REMOVED COMMENTS I I I I I I I I I I I I I I I I I I I APPENDIX 3 STANDARD MAINTENANCE AGREEMENT I' I APPENDIX 7 I References I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I References 1. City of Carlsbad, City of Carlsbad Standard Urban Storm Water Mitigation Plan, Storm Water Standards 2. San Diego Regional Water Quality Control Board, Water Quality Control Plan for the San Diego Basin (Basin Plan) and Amendments, March 1997 3. San Diego Regional NPDES Storm Water Permit (Order Number 2001-01, NPDES Number CAS0108758), February 2001 4. NPDES General Permit for Storm Water Discharges Associated with Construction Activity Water Quality Order 99-08-DWQ, March 2003 5. State Water Resources Control Board, Resolution NO. 2003-0009, Approval of the 2002 Federal Clean Water Act Section 303(d) List of Water Quality Limited Segments, February 2003 6. State Water Resources Control Board, Resolution NO. 2003-0009, Approval of the . 2002 Federal Clean Water Act Section 303(d) List of Water Quality Lfrnited Segments -Monitoring List, February 2003 7. San Diego County Hydrology Manual, Prepared by the County of San Oiego Department of Public Works Flood Control Section, June 2003 8. Final Carlsbad Watershed Urban Runoff Management Program FY 04/05 Annual Report, January 2006 9. Project Design Consultants, Drainage Report -Bressi Ranch Planning Area 15, August 2006 10. California Stormwater Quality Association, Storm water Best Management Practice Handbook -New Development and Redevelopment, January 2003 11. National Menu of Best Management Practices for Storm Water Phase II, US EPA 12. Correspondence with the City of Dana Point, the City of Encinitas, and the City of Santa Monica 13. Protocol for Developing Pathogen TMDLs, US EPA 14. 2002 Aquashield, Inc. 15. 2003 Stormwater Management Inc. 16. AbTech Industries 17. Bio Clean Environmental Services, Inc. I I 18. I 19. 20. I 21. I 22. 23. I 24. I 25. 26. I 27. 28. I 29. I I I I I I I I I I' Bowhead Manufacturing Co. CDS Technologies, Inc. CommClean Hydro International Invisible Structures, Inc. Kristar Enterprises, Inc. Soil Stabilization Products Company, Inc. Stormceptor Technical Manual, Rinker Materials, January 2003 Stormwater Magazine May/June 2003 Issue Ultra Tech International, Inc. UNI-GROUP U.S.A. Vortechnics Design Manual, 2004 ------- ---0 ~ ... ---~--.---- "-'-==1 ! , I I J \ \ \ \ --- \ \ I SMART SPQI'{lGEi!:!\JI TRA '4~~~~ URBAN FIL .. SERT 14 : SIMILAR If f=~:::::--l STORMWA TER QUALITY NOTES: 1. STREETS, SIDEWALKS, AND PARKING LOT AISLES WILL BE CONSTRUCTED TO THE MINIMUM WIDTHS NECESSARY, WITHOUT COMPROMISING pUBLIC SAFETY.. . . . . ~~J 2. DEVELOPMENT HAS BEEN CONCENTRA TED OR CLUSTERED ON THE LEAST EN VlRONMEN TALL Y SENSITIVE PORTIONS OF THE \ \ \ -- \ \ NO CONSTRUCTION WILL BE COMPLETED .oN STEEP SLOPES. 3. TO THE~AXIMUMEXTENTPRAC77CABLE.NA TI"vcAND' DROUGHT-TOLERANT TREES' AND LARGE SHRUBS . WILL BE PLANTED' .... . INSTEAD OF NON-DROUGHT TOLERANT EX077CS. FOR DETAILED INFORMA 770N, REFER TO THE LANDSCAPE PLANS. , -- -. 4. RUNOFF WILL BE CONVEYED SAFELY AWAY FROM THE TOPS OF SLOPES.' .' , --. -- · 5.' fo MAXIMUM EXTENT PRACTICABLE; • DRAINAGE FROM ROOFTOPS.AND.IMPERVIOUsAREAS WILL BE DISCHARGED INTO LANDSCAPING PRIOR TO kEACHINGTHE STORM DRAIN SYSTEM. . ... .... .. .. . . .. ... . . 6. LOCATION OF THE 5 SWALES AND 6 LANDSCAPED DRAINAGE BASINS ARE IDEN77FIED ON THEEXHIBIT.· SOURCE CONTROL BMPs: < .. 7. THErRASI-rstoRAGE AREAS, AS SHOWN; WILL BE PAVED WITH AN IMPERVIOUS SURFACE, DESIGNED NOT TO ALLOW RUN-ON. FROM ADJOINING AREAS; AND SCREENEDOrHvALLED TO PREVENT OFF-SITE TRANSPORT OF TRASH. 8 .. ALL STORM DRAIN INLETS ~~6 · CA TC~BAi'N~W,THIN THE. eRoJdTAREAWILLBE' STENCILED, LABELED,· OR STAMPED· WllH .' •• ', PROHIBITIVE LANGUAGE (SUCH AS: "NO DUMPING -I LIVE DOWNSTR[AM") AND GRAPHICAL ICONS T()DISCOURAGE iLLEGAL . DUMPING, ACCORDING TO CITY APPROVED DESIGNS. . . . . 9. THIS PROJECT USES EFFICIEN T IRRIGA nON SYSTEMS AND LANDSCAPE DESIGN TO MINIMIZE THE RUNOFF OF EXCESS . . IRRIGA 770N WA TER. INTO THE STORM WA TER CONVEYANCE SYSTE:M. /0. ONL YPROFESSIONAL PEST bON-rROLtERSWILLBE USEO FOR THEAPPLICA 770N . OF PES77CIDES. MA TERIALS ON HOW TO .. CONTROL PESTS USING NON-TOXIC METHODS WILL BE MADE AVAILABLE TO MAINTENANCE PERSONNEL. .. . · !REA TMENT CONTROLBMPs: " . ....... . .. I I \ I,! I ~ . , \ 11 .. THE TWO JENSEN PRECAST STORMWATER INTERCEPTORS, 4 SMART SPONGE ULTRA URBAN FILTERS (OR SIMILAR), J LOADINIG:~~~~~~~~~~~~~~~~l~~~~ DOCK TRENCH DRAIN AND RETEN770N SUMP TREA TlNG. PROJECT SITE. RUNOFF BEFORE ENTERING THE BACKBONE SYSTEM ARE IDEN77FIED ON THEEXHIBIT. . w% · 12. MAINTENANCE' OF THE POST-CONSTRUC770N BM~S' WILL' BE . THE ~ESPONSIBIUTY OF THE PROPERTY MANAGEMENT ,.M I I ASSOCIA 770N OFBRESSI COMMERCIAL AFTER THE INITIAL INSTALLA 770N. . 13. ALL DRAINAGE AND . WATERQiJALlfy;E~TVRES~THINTHISDE\JcLOPMENTANDOUTSIDETHEPUBLIC RIGHT~OF-WAYWILL BE PRIVA TE AND PRIVA TEL Y MAINTAINED. I I P: \J219\[NGR\REPORTS\S'MJP\Proposed.dwg 11/1/20079:52:51 AM . '" ------11l\ um ~-'--"fli -, LEGEND DRAINAGE SUBAREA DRAINAGE INInAL AREA - - -__ _ FLOW DIRECTION ~ BIO SWALE 1/ / / 7 / 7 7 7 / / 7 7 J LOADING DOCK TRENCH DRAINS LANDSCAPED DRAINAGE BASIN TRASH STORAGE AREAS D<8?<8 SCALE: 1"=50' PREPARED BY: BRINTON SWIFT JOB , "19.10 ,~ CREA lED: 08/22/06 PROJECT DESIGN CONSULTANTS Planning I Landscape Architecture I Environmental I Engineering I Survey 701 B Street. Suite 800 619.235.6471 Tel San Diego. CA 92101 619.234.0349 Fax N a 25 50 100 150 GRAPHICAL SCALE CITY OF CARLSBAD BRESSI RANCH PLANNING AREA 15 BMPMAP BMP LOCA TlONS EXHIBITC