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HomeMy WebLinkAboutRP 05-12A; AGUA HEDIONDA OUTER LAGOON; STANDARD URBAN STORM WATER MITIGATION PROGRAM (SUSMP) WATER QUALITY TECHNICAL REPORT; 2009-10-14Standard Urban Storm Water Mitigation Program (SUSMP) Water Quality Technical Report (WQTR) Poseidon Seawater Desalination Plant, Carlsbad PDP: 00-02/SP 144(H) STANDARD URBAN STORM WATER MITIGATION PROGRAM (SUSMP) WATER QUALITY TECHNICAL REPORT SWMP 09-18 POSEIDON SEAWATER DESALINATION PLANT 4590 CARLSBAD BOULEVARD CARLSBAD, CALIFORNIA 92008 Prepared for: Poseidon Resources (Channelside) LLC 501 West Broadway, Suite 2020 San Diego, California 92101 (760) 438-1440 Prepared by: TETRA TECH, INC. 16241 Laguna Canyon Road, Suite 200 Irvine, California 92618 (949) 727-7099 Date: October 14, 2009 RECORD COPY jj- Initial Date kM t-k tl-T Standard Urban Storm Water Mitigation Program (SUSMP) Water Quality Technical Report (WQTR) Poseidon Seawater Desalination Plant, Carlsbad PDP: 00-02/SP 144(1-1) OWNER'S CERTIFICATION STANDARD URBAN STORM WATER MITIGATION PROGRAM (SUSMP) WATER QUALITY TECHNICAL REPORT (WQTR) PERMIT/PLANNING APPLICATION NUMBER________________ GRADING PERMIT NUMBER_______________ POSEIDON SEAWATER DESALINATION PLANT 4590 CARLSBAD BOULEVARD, CARLSBAD This Standard Urban Storm Water Mitigation Program (SUSMP) Water Quality Technical Report (WQTR) has been prepared for Poseidon Resources (Chanuelside) LLC by Tetra Tech, Inc. It is intended to comply with the requirements of the City of Carlsbad's Standard Urban Storm Water Mitigation Program (SUSMP) requiring the preparation of a Standard Urban Storm Water Mitigation Program. The undersigned is aware that Best Management Practices (BMPs) are enforceable pursuant to the City's Standard Urban Storm Water Mitigation Program (SUSMP) Ordinance. The undersigned, while it owns the subject property, is responsible for the implementation of the provisions of this plan consistent with the City of Carlsbad's Local and the NPDES Permit for Waste Discharge Requirements for City of San Diego, the County of San Diego, the Port of San Diego and 17 other cities within the San Diego Regional Water Quality Control Board Stormwater Runoff Management Program. Once the undersigned transfers its interest in the property, its successors—in--interest shall bear the aforementioned responsibility to implement and amend this SUSMP. An appropriate number of approved—signed copies of this document shall be available on the subject site in perpetuity. I certify under penalty of law that this document and all attachments were prepared under my jurisdiction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system or those persons directly responsible for gathering the information, to the best of my knowledge and belief, the information submitted is true, accurate, and complete. I am aware that here are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Owner: Poseidon Resources (Channelside) LLC By: Peter MacLaggan Title: ______ Vice President - Project Development Address: 501 West Broadway, Suite 2020 San Diego, California 92101 Telephone: (760) 438-1440 Date: Standard Urban Storm Water Mitigation Program (SUSMP) Water Quality Technical Report (WQTR) Poseidon Seawater Desalination Plant, Carlsbad PDP: 00-02/SP 144(H) TABLE OF CONTENTS WQTR Background I. Discretionary Permit(s) and Water Quality Conditions 5 II. Project Description 6 III. Site Description 9 IV. Best Management Practices (BMPs) 12 V. Low Impact Development Design Features 18 VI. Inspection/Maintenance Responsibilities for BMPs 19 VII. Vicinity Map and WQTR Plot Plan/Single Sheet BMP Plan 20 VIII. Educational Materials 23 IX. Appendices 79 Appendix A Operations and Maintenance Plan Appendix B Drainage Report/Verification Calculations, Backup Documentation and Detail Drawings of the Treatment BMPs Appendix C 11 x 17 Grading Plans Table of Contents Page iii Standard Urban Storm Water Mitigation Program (SUSMP) Water Quality Technical Report (WQTR) Poseidon Seawater Desalination Plant, Carlsbad PDP: 00-02/SP 144(H) WQTR BACKGROUND Standard Urban Storm Water Mitigation Program (SUSMP)'s Water Quality Technical Report (WQTR) is prepared by the developer's engineer. These documents are required per the Storm Water Standards Manual. It requires run-off, from all new development or significant re-development, to be managed during a project's planning phase, implemented during construction and ultimately maintained for the life of the project. The SUSMP/WQTR deals with the long-term post-construction of a project and describes the commitment to installation and maintenance of appropriate structural and non-structural Best Management Practices (BMPs). BMPs are intended to provide measures that minimize or eliminate the introduction of pollutants into the storm water system. Non-Structural and Structural BMPs include education, clean up, and facility maintenance to prevent pollutants from entering the storm water system. Compliance is IVIANDATORY and severe penalties may be levied for jjy violations. It is the duty of the owner or his designated representative to ensure that all BMPs are followed. WQTR Background - Page iv Standard Urban Storm Water Mitigation Program (SUSMP) Water Quality Technical Report (WQTR) Poseidon Seawater Desalination Plant, Carlsbad PDP: 00-02/SP 144(H) I. DISCRETIONARY PERMIT AND WATER QUALITY CONDITION This Water Quality Technical Manual (WQTR) is intended to comply with the requirements of both the City of Carlsbad's Standard Urban Storm Water Mitigation Program (SUSMP) and the California Coastal Commissions. Section I - Page 5 Standard Urban Storm Water Mitigation Program (SUSMP) Water Quality Technical Report (WQTR) Poseidon Seawater Desalination Plant, Carlsbad PDP: 00-02/SP 144(H) IlL PROJECT DESCRIPTION The name of the project is the Poseidon Seawater Desalination Plant. Poseidon Resources (Channelside) LLC has a long-term lease for this property. The perimeter streets and infrastructure are existing. The Poseidon Seawater Desalination Plant is a portion of the Encina Generating Station site. The proposed Poseidon Seawater Desalination Plant site comprises approximately 5.7 acres with 78% of the site being impervious. However, the tributary drainage area extends beyond the site limits and is approximately 6.3 acres. The property will be graded to accommodate the desalination facility, administration and electrical building and surface parking (see the Figure B - WQTR Plot Plan for the site layout). The square footage of the three story (including basement, ground level and upper lever 2) Administration and Electrical Building is approximately 7,200 square feet. The surface parking breakdown is as follows: 17 full spaces and 3 handicap spaces. The existing project site contains a derelict above ground fuel oil storage tank that will be removed as part of the Project along with the associated underground piping. The Project site is fairly passive in nature when compared to the existing use. The proposed Project site is anticipated to produce far less organic pollutants and other deleterious materials that could potentially contaminate the storm water. However, this Water Quality Technical Report has selected several BMPs to treat the runoff for the proposed Project site. The proposed Project BMPs include pervious paving and bio-swales. Both Pervious paving and bio-swales have been shown by the San Diego County Low Impact Development Handbook (December 31, 2007) as effective treatment options for removal of pollutants from storm water. Currently, runoff is collected in an onsite earthen bermed retention basin and into the existing drainage channel. The retention does not have an outlet and therefore the runoff that is collected either evaporates or percolates into the ground. The proposed grading design directs the runoff generated during the 85th percentile storm toward the proposed permeable paving and bioswale BMPs. Excess runoff will be conveyed to the proposed underground CUDO storage detention devices via curbs and gutters. Runoff generated in excess of the 10-year storm will be directed to the existing onsite bermed retention basin located along the westerly property line or to the existing drainage channel. Per the Coastal Commission requirements, the 10-year storm was selected to ensure that runoff from the developed site did not exceed that of the pre-developed condition. The runoff that enters the CUDO storage detention devices and the existing onsite bermed retention basin will be mitigated by the percolation of the runoff through the ground prior to recharging the ground water. Prior to entering the CUDO storage detention devices, the 85th percentile storm flows will be treated to remove particulates, other solids, and mitigate contaminants. Refer to Appendix B, Hydrology Report, for flows and sizing requirements of the elements to be used for the treatment of these flows. The location and sizes of the CUDO storage detention devices, permeable pavement and vegetative bio-swales are shown on the Single Sheet BMP plan in Section VII. The Size of the CUDO basin on the north side of the Project site is approximately 8,625 cubic feet and the size of the CUDO basin on the south side of the Project site is approximately 3,100 cubic feet. These sizes correlate to the necessary storage requirements per the Hydrology Report in Appendix B to store the net difference between the pre and post developed condition storm volumes for the 10 year storm event. The CUDO basins are formed by the combination of stackable open units that Section 11 - Page 6 Standard Urban Storm Water Mitigation Program (SUSMP) Water Quality Technical Report (WQTR) Poseidon Seawater Desalination Plant, Carlsbad PDP: 00-02/SP 144(H) form a larger open detention system. The interior of the CUDO system is not backfihled with rock or other material. It remains open to maximize the storage potential. The exterior face of the exterior cubes of the CUDO system receives inserts that prevent material from entering the open detention part of the system. A non-woven polypropylene geotextile filter fabric is then placed around the entire CUDO system to further prevent sand and sediment from entering the CUDO system from the surrounding soil. The CUDO system is then backfilled with sand or crushed rock on the exterior of the geotextile fabric to assist in infiltration of storm water. The CUDO units will be stacked to form an 8' high basin (4 CUDO elements stacked vertically). Typical assembly details have been added to Appendix B to clearly show how the system is assembled. The two separate CUDO systems will be connected by a 12" pipe which interconnects the two CUDO systems at an invert elevation equal to the bottom of the CUDO basin. This 12" pipe will assist in percolation of storm water if one basin experiences low infiltration rates. The 12" pipe will be located approximately 10' below grade. In order to drain the systems if the infiltration rate is too slow, a small diameter low-flow pipe will be connected from the southern CUDO basin to the existing storm drain system. This small diameter pipe will have a valve such that the drain is only opened when the CUDO basins are observed to have standing water in them 3 days after a storm event. Opening the drain will allow any stored water to be drained within 72-hours of the storm event. A separate 24" pipe connected at the southern CUDO basin will allow flows greater than the 10 year event to exit the CUDO basin system. The 24" pipe will connect to the existing 4'x4' RCB located to the west of the project and shown the Single Sheet BMP plan in Section VII. The CUDO system will utilize permeable paving and vegetated bio-swale filtration BMPs to treat the incoming stormwater prior to it entering the infiltration portion of the system. Both BMPs are approved CASQA BMPs (SD-20 &TC-30). The design philosophy is that the 85th percentile storm will be treated by these BMPs. After filtration, the clean water will then be conveyed subsurface to the CUDO system. The estimated infiltration rates provided by the geotechnical study are 0.10 in/hr for the south basin and potentially as low as 0.01 in/hr for the north basin (Refer to the Geotechnical Letter in Appendix B regarding infiltration rates). Impermeable liners will be utilized to protect the facilities from swelling of the surrounding soils, since the BMPs are located in close proximity to the subsurface tank and process area. Typical cross sectional details of the permeable paving and vegetated bioswale are included in Attachment B. The two CUDO systems will be interconnected with a drain pipe so that if one basin has a low infiltration rate, then it will drain over to the other basin. In this way, the water level of both basins will decrease at the same rate and most of the water will percolate into the south basin. Based on the proposed basin configuration and the estimated infiltration rate, it will take a maximum of 90 days to percolate the 10-year storm. However, the low flow pipe will ensure water will not stand more than 72 hours to ensure no vector issues. The groundwater at the site is approximately 12' below the bottom of the infiltration system, this allows for additional filtration of the stormwater by the native soils before it reaches the water table. With the pre-treatment BMPs and the infiltration of the water through sandy material, it is not anticipated that the lagoon or water table will be adversely affected. Since the project utilizes a front end filtration system, the coastal lagoon water quality will not be detrimentally affected by the CUDO system Section 11 - - Page 7 Standard Urban Storm Water Mitigation Program (SUSMP) Water Quality Technical Report (WQTR) Poseidon Seawater Desalination Plant, Carlsbad PDP: 00-02/SP 144(H) Landscape berms, sidewalks and vehicle turn around areas will make up the remaining portion of the property. The type of landscaping used will be consistent with the established planting scheme in the area. Poseidon Resources (Channeside) LLC, the long-term lessee is responsible for all on-site maintenance activities. The Anticipated and Potential Pollutants Generated by a Land Use Type of Generating Station and parking may be: Sediments, Nutrients, Heavy Metals, Organic Compounds, Trash and Debris (litter), Oxygen-Demanding Substances, oil and grease, Bacteria/Virus and, Pesticides. There may be an employee kitchen's/eating areas where breaks and lunch can be taken. Although, these areas will be within the Administration building and will primarily occur indoors. It is not anticipated that the employee kitchen and eating areas will contribute to storm water pollution. There will not be any food service/preparation. The storage of outdoor materials is not a planned activity. No car washing, auto repair and/or vehicle fueling is a part of this facility either. The project pre and post peak stormwater discharge rates are: Site Generated Flow Site Runoff Pre 15.20 cfs 10.36 cfs Post 18.31 cfs 10.36 cfs The CUDO system will be designed to retain the difference between the pre and post developed 10 year storm volume and flows. The hydrology and site flows are included in Appendix B. The predevelopment 10 year storm peak flow and total storm volume are 15.20 cfs and 17,350cf, respectively. The post development 10 year storm peak flow and total storm volume are 18.31 cfs and 29,075 cf. The net difference between the peak flow rate and volume will be mitigated by the retention of a portion of the flows by the CUDO system. The site flows will be sent to one of two underground CUDO systems through the use of surface flow features. Prior to entering the CUDO system, the storm water will be treated through either the use of pervious paving or bio- swale to filter out contaminants, trash, and solids. The cleaned storm water will then flow to the infiltration CUDO system where the storm water will percolate into the ground. Pervious paving and vegetated bio-swales are proven methods at removing contaminants from storm water and is a recognized management practice in the CASQA Handbook. The BMPs will be inspected, cleaned and replaced on a regular basis to maintain performance. The CUDO system will be installed under proposed parking areas on the Project site. The CUDO system is installed surrounded by 12" of crushed rock and sand to promote infiltration into the surrounding native material. The native material, as identified in the Project Geotechnical Report, is comprised of sandy soils that will promote additional filtration and infiltration. The CUDO system volume was determined by the total net difference between pre and post development 10 year storm volumes, infiltration rate was not included in the calculation of this volume, even though infiltration will take place during and after a storm event. Materials, including treatment process materials, will not be stored in locations where they may be washed by rainwater into the receiving waters. However, there are two separate areas that will be constructed with berms and separate catch basins to collect and contain runoff in a separate containment tank. These areas are directly adjacent to the Chemical Storage and Solids Handling Section 11 - --- Page 8 Standard Urban Storm Water Mitigation Program (SUSMP) Water Quality Technical Report (WQTR) Poseidon Seawater Desalination Plant, Carlsbad PDP: 00-02/SP 144(H) areas. In order to prevent any discharge of potential spills, these areas are drained into the containment tank, stored, and then tested before they are pumped to the infiltration units. Section II Page 9 Standard Urban Storm Water Mitigation Program (SUSMP) Water Quality Technical Report (WQTR) Poseidon Seawater Desalination Plant, Carlsbad PDP: 00-02/SP 144(H) III. SITE DESCRIPTION The project watershed area is approximately 6.3 acres. The Project site itself is approximately 5.9 acres. The Poseidon Seawater Desalination Plant site is part of the power plant property and is adjacent to the Encina Generating Station. The project is bordered to the south by Cannon Road and the east by North County Transit District (NCTD) Railroad right-of-way and Interstate Highway 5, on the west by the Carlsbad Boulevard and the Pacific Ocean and to the north by the Aqua Hedionda Lagoon. Currently, the site is comprised of a Fuel Tank #3 and concrete foundation, impervious paving, and piping structures (see Figure A - Vicinity Map of Section VII). The perimeter streets and infrastructure are existing. The site will be graded to approximately 1% - 2% towards the existing bermed detention basin (see Figure B - WQTR Plot Plan of Section VII). The Watershed Name is Agua Hedionda Lagoon Watershed. The Hydrologic Unit (HU) is the Carlsbad Hydrologic Unit 4.00 and the Hydrologic Area (HA) is the Agua Hedionda Lagoon 4.30. The Total Maximum Daily Loads (TMDLs) for have been established for the Agua Hedionda Lagoon Watershed. The 2006 CWA 303(d) List (USEPA Approval date of June 28, 2007) for the Agua Hedionda Lagoon Watershed lists the watershed as being impaired by Indicator Bacteria and Sedimentation/Siltation. The Project site is located within the immediate vicinity of the Agua Hedionda Lagoon a known Environmentally Sensitive Areas (ESAs). Runoff from Area A does not flow to nor enter the Agua Hedionda Lagoon nor the Pacific Ocean. While runoff in excess of the 10-year event from Area B enters the existing channel that flows into the Agua Hedionda Lagoon. Per the Geotechnical Report/Etivironmental Report for the Proposed Carlsbad Desalination Project Reconfigure Site Encina Generating Station, Carlsbad, California prepared by GeoLogic Associates, Project No. 2008-0075, dated September 22, 2008, the project soils types consist of the following: "Desalination Plant: Fill soils tested were found to have a very low expansion potential. The fills soils were described as dense fine to medium silty sand to very stiff clayey silt (in the northern 4 borings) and dense fine to coarse sandy gravel (in the southern three boring). Terrace Deposits were encountered at the existing ground surface in Boring B-il extending 8 feet below the ground surface. These deposits were described as dense fine silty sand. Santiago Formation was encountered below the fill soils and the Terrace Deposits to the total depth. The Santiago Formation was described as very dense fine to medium silty to clayey sandstone and hard clayey siltstone with scattered silt lenses. Tank Relocation Area: The boring encountered pavement surfacing underlain by 2.5 feet of fill soils described as medium dense clayey silt. The fills soils were tested to have a very low expansion potential. Terrace Deposits were encountered below the fill soils to the total depth explored. The Terrance Deposits were described as medium dense silty sand to dense fine clayey sand. Cemented zone are known to exist within the Terrace Deposits. Section 111 Page 10 Standard Urban Storm Water Mitigation Program (SUSMP) Water Quality Technical Report (WQTR) Poseidon Seawater Desalination Plant, Carlsbad PDP: 00-02/SP 144(H) Intake Structure: The boring encountered pavement surfacing underlain by 2 to 3 feet of fill soils described as hard clayey silt with localized scattered sand lenses. Terrace Deposits were described as hard clayey silt to dense silty sand with localized gravel stringers. The Santiago Formation was described as very dense fine to medium sand with scattered silt lenses." Section 11 - Page 11 Standard Urban Storm Water Mitigation Program (SUSMP) Water Quality Technical Report (WQTR) Poseidon Seawater Desalination Plant, Carlsbad PDP: 00-02/SP 144(H) IV. BEST MANAGEMENT PRACTICES (BMPs) The following indicates the source control BMPs (routine non-structural and routine structural) included in this project and those that were not included. Routine Non-Structural BMPs Education for Property Owners. Tenants and Occupants and N12. Employee Training. Refer VIII Educational Materials for appropriate educational materials for preventing stormwater pollution. Additional Best Management Practices (BMP) Fact Sheets from the California Stormwater Best Management Practice Handbooks can be found at www.cabm.phandbooks.com. Activity Restrictions. The list of restrictions and guidelines for implementation and maintenance of all Best Management Practices specified herein include, but will not be limited to: CAR WASHING: No washing of motor vehicles will be allowed on the site. A sign should be posted stating such. NO HOSING OF PAVED AREAS: Parking Areas will not be "Hosed Down for cleaning." Rather, areas will be swept clean or dry vacuumed. All collected waste shall be disposed of in a covered container. Oil stains will be cleaned using rags or absorbents, then swept with granular absorbents and then mopped. No acid washing will be permitted. Final mop water shall be disposed into a sanitary sewer facility. Also, no hose bibs or washing areas will be allowed in any of the subterranean parking areas. TRASH: No rubbish, trash or other material shall be kept on site or on any street abutting the properties, except in sanitary containers located in an appropriate trash containment area. DRAINAGE: There shall be no interference or alteration of the established drainage pattern unless an alternative is approved by the City. NO DISCHARGING: There shall be no discharging of fertilizers, pesticides and or wastes to the streets or adjacent storm drains. DUMPSTER LIDS: Dumpster lids shall be closed at all times. DEBRIS: No blowing or sweeping of debris (leaf litter, grass clippings, litter, etc.) into the streets or adjacent storm drains. Section IV Page 12 Standard Urban Storm Water Mitigation Program (SUSMP) Water Quality Technical Report (WQTR) Poseidon Seawater Desalination Plant, Carlsbad PDP: 00-02/SP 144(H) Common Area Landscape Management. Water conservation will be achieved through the use of water conserving plant material. Plantings are grouped based upon water requirements and solar exposure into hydro-zones. Irrigation valves are on an automatic irrigation system utilizing various types of irrigation heads designed to water areas based upon plant water requirements, sun/shade exposure, climatic factors, soil infiltration rate and seasons. A rain shut-off device is specified to maximize efficient water application and flow sensors are installed to identify broken irrigation mainlines and laterals. The Landscape Maintenance Contractors will continuously maintain the site to identify areas where significant amounts of irrigation overspray has developed. Landscape maintenance will occur weekly. The Landscape Maintenance Contractors will be contracted with the Owner's Representative. Also, a designated representative of the owner will be responsible for continual maintenance of landscaped areas in a manner consistent with the local regulations. BMP Maintenance. Section VI indicates the person(s) responsible for the implementation and maintenance of the non-structural and structural BMPs. Title 22 CCR Compliance. Not applicable, per Title 22., Division 4.5., Chapter 11. of the California Code of Regulations definition of hazardous wastes. This is a self storage facility, no Hazardous Materials are anticipated to be onsite. Local Industrial Permit Compliance. Not applicable, there are no fuel dispensing areas and/or other areas of concern to the public proposed. Spill Contingency Plan. A spill contingency plan will be prepared by the owner/building operator. As a minimum the Spill Contingency Plan will "mandate the stockpiling of cleanup materials, notification of responsible agencies, disposal of cleanup materials and documentation." Underground Storage Tank Compliance. Not applicable, since there are NO underground storage tanks proposed for this project. Hazardous Materials Disclosure Compliance. A designated representative of the owner shall provide information to the Fire Authority in accordance with requirements of the Health & Safety Code. Uniform Fire Code Implementation. A designated representative of the owner shall provide information to the Fire Authority in compliance with Article 80 of the UNIFORM FIRE CODE (UFC). Common Area Litter Control. Site litter shall be strictly controlled by an onsite maintenance person (not yet determined). Section IV Page 13 Standard Urban Storm Water Mitigation Program (SUSMP) Water Quality Technical Report (WQTR) Poseidon Seawater Desalination Plant, Carlsbad PDP: 00-02/SP 144(H) Employee Training. A representative of the owner will provide information available from the City/County on education regarding good housekeeping practices that contribute to the protection of storm water quality. Practical information material will be provided to all employees on general good housekeeping practices. These materials will describe, but are not limited to, spill prevention and control and the use of chemicals, petroleum products, pesticides and fertilizers that should be limited to the property, with no discharge of wastes directly or indirectly to gutters, catch basins or the storm drain system. Information will be distributed directly to the employees as well as being posted in public areas. Housekeeping of Loading Docks. Not applicable, no loading docks proposed. Street Sweeping Private Streets and Parking Lots. The Contractor (not yet determined) will have the private parking lot swept once a week and prior to the storm season, no later than October 1St each year. The rubbish/waste from the sweeping shall be disposed of in any of the on-site dumpsters. Section IV Page 14 Standard Urban Storm Water Mitigation Program (SUSMIP) Water Quality Technical Report (WQTR) Poseidon Seawater Desalination Plant, Carlsbad PDP: 00-02/SP 144(11) Routine Structural BMPs Provide Storm Drain System Stenciling and Signage. The proposed catch basins shall have either concrete stamping, porcelain tile, inset permanent marking or equivalent as approved by the City of Carlsbad the words "NO DUMPING - I LIVE DOWNSTREAM" (satisfactory to the City Engineer) stenciled across the top of the catch basin inlet in 2 inch high letters using black epoxy paint. The stencil shall be legible and maintained at all times. Properly Design Trash Storage Areas. Site waste receptacles shall be emptied on a weekly basis or more often if containers are overflowing. Upon inspection any debris or rubbish will be picked up and the site cleaned. The trash area is NOT to be cleaned by hosing down. The type of materials used to clean the area and storage of said materials will be determined by the Contractor. Signage will be posted that lids shall be kept closed at all times. Use of Efficient Irrigation Systems and Landscape Design. Irrigation shall be implemented as indicated on the City of Carlsbad's approved Landscape Plans and be consistent with the City of Carlsbad Landscape Manual, Water Conservation Resolution or City equivalent. Runoff from irrigation shall be kept to a minimum. Staged irrigation cycles start within a time frame that least interferes with the activities of the Community. "Low flow" heads shall be incorporated to limit excess flow. Rain shutoff devices shall be used to prevent irrigation during precipitation. Plants are grouped into hydrozones based upon their water needs in order to minimize the amounts of excess water flow. A designated representative of the owner will be responsible for continual maintenance of landscaped areas in a manner consistent with the local regulations. Permeable Pavement. Permeable pavement shall be implemented as indicated on the design drawings and shall be sized to have enough capacity to filtrate the 85th percentile storm runoff for the contributing sub-area. A designated representative of the owner will be responsible for continual maintenance of permeable pavement areas in a manner consistent with the local regulations. Refer to Appendix A for recommendations on maintenance obligations. Vegetated Bio-Swale. Vegetated bio-swales shall be implemented as indicated on the design drawings and shall be sized to have enough capacity to filtrate the 85th percentile storm runoff for the contributing sub-area. A designated representative of the owner will be responsible for continual maintenance of vegetated bio-swale areas in a manner consistent with the local regulations. Refer to Appendix A for recommendations on maintenance obligations. Section IV Page 15 Standard Urban Storm Water Mitigation Program (SUSMP) Water Quality Technical Report (WQTR) Poseidon Seawater Desalination Plant, Carlsbad PDP: 00-02/SP 144(H) Site Design BMPs The following table shows the site design BMPs that are included in this project. A description of each BMPs follows: Site Design BMPs Technique Included Brief Description of Method No Yes Minimize Impervious Area/Maximize Permeability (C-Factor Reduction) Minimize Directly Connected Impervious Areas (DCIAs) (C-Factor Reduction) Urban curb/swale/v-ditch system Create Reduced or "Zero Discharge" Areas (Runoff Volume Reduction) Conserve Natural Areas (C-Factor Reduction) The site design BMP that was used extensively in this design was to "Minimize Directly Connected Impervious Areas (DCIAs)" by draining impervious walkways, parking and open areas in to catch basins and the proposed onsite storm drain system and then into the existing onsite earthen bermed retention basin (see WQTR Figure B - Plot Plan of Section VII) and the CUDO 2 underground storage detention units. Section IV Page 16 Standard Urban Storm Water Mitigation Program (SUSMP) Water Quality Technical Report (WQTR) Poseidon Seawater Desalination Plant, Carlsbad PDP: 00-02/SP 144(H) Treatment BMPs The following table shows the site design BMPs that are included in this project. A description of each BMPs follows: Treatment BMPs Name Included If not applicable, state brief reason Yes No Vegetated (Grass) Strips! Bioswales Located as treatment BMP prior to entering into the CUDO system Pervious Paving Located as treatment BMP prior to entering into the CUDO system Vegetated (Grass) Swales Proprietary Control Measures Not proposed. Dry Detention Basin Not proposed. Wet Detention Basin Not proposed. Constructed Wetland Not proposed. Detention Basin/Sand Filter "I Not proposed. Porous Pavement Detention Not proposed. Porous Landscape Detention Not proposed. Infiltration Basin CUDO Basin/Infiltration System is not considered a treatment BMP, infiltration only Infiltration Trench Not proposed. Media Filter Not proposed. Proprietary Control Measures Not proposed. This Project is considered a Priority Project. This section of the WQTR addresses Treatment Control BMPs. The primary control strategy for design Treatment Control BMPs is to treat the more frequent, lower-flow storm events. The selected treatment controls for this project are vegetated Bio-Swales and Pervious Paving. Section IV - Page 17 Standard Urban Storm Water Mitigation Program (SUSMP) Water Quality Technical Report (WQTR) Poseidon Seawater Desalination Plant, Carlsbad PDP: 00-02/SP 144(H) V. LOW IMPACT DEVELOPMENT DESIGN FEATURES Low Impact Development (LID) is a design strategy that is aimed at reducing the environmental impact of buildings on the surrounding environment. LID strategies can be classified into 4 separate strategies; optimize site layout, use pervious surfaces, disperse runoff, and integrated management practices. The project site inherently has unique challenges in meeting LID design philosophies as the project site is a densely developed industrial complex. The site does however have several advantages for development. The existing site contains fuel tanks and other industrial materials that may contain hazardous materials. As part of this project, the site will be remediated, the site cleaned, and new practical storm water elements constructed. The use of pervious pavements is applicable to this site in areas of parking stalls only as the anticipated heavy truck traffic does not work well with open graded pavements. Pervious paving will be included to extent necessary to help treat storm water. The site will utilize gravel and landscaped areas wherever possible to increase the amount of pervious areas associated with the project. Bio retention cells will also be utilized in areas as pretreatment prior to entering the CUDO system. The use of an underground infiltration basin will also be part of the project. The underground infiltration basin will not be a significant treatment BMP, but will add additional treatment to the low flow, 85th percentile storm event flows. Section V Page 18 Standard Urban Storm Water Mitigation Program (SUSMP) Water Quality Technical Report (WQTR) Poseidon Seawater Desalination Plant, Carlsbad PDP: 00-02/SP 144(H) VI. INSPECTION/MAINTENANCE RESPONSIBILITY FOR BMPs A schedule will be established for all maintenance and a log for all cleanups shall be recorded (see Appendix A - Operations and Maintenance Plan). All documents relating to site maintenance and Best Management Practices (BMP) will be kept on site for a minimum of 5 years and be made available to Federal, State, County, or City Inspectors upon request. The party responsible for all structural and non-structural BMPs and contact information is as follows: Poseidon Resources (Channelside) LLC 501 West Broadway, Suite 840 San Diego, California 92101 (760) 438-1440 Contact Person: Peter MacLa22an Section VI - - Page 19 Standard Urban Storm Water Mitigation Program (SUSMP) Water Quality Technical Report (WQTR) Poseidon Seawater Desalination Plant, Carlsbad PDP: 00-02/SP 144(H) VII. VICINITY MAP AND WQTR PLOT PLAN Section VII Page 20 ! - . ,- L4 ••• :-' . • • . II,. I. • - Air IP eo IT Ilk Ak Ft IJ Wc- rn .' i 0 aa _luI PER GOOGLEEARTH TO NOT i ,, SCALE LJ-.L VICINITY MAP I ,bl TETRA TECH Poseidon Seawater I Desalination Plant '.-fl Laguna Canyon Rojcl, Suite ZOO, Irvine, 4590 Carlsbad Boulevard 949/727-7099 .. Carlsbad, California 92018 ,-NEWA5PHAL T TO / WIDEN EXISTING ROAD TO 20' PRETREATMENT 42.5D 171 42.6 FS IT ------------------------ TREA TMEN T BMP: VEGETA 77 V - 5/0-S WALE TYPE W (1,012 SF) TREA TMEN F BMP. PERMEABLE PAVEMENT (3,153 SF) ,'- NOTE: ROAD WIDENING MA Y NECESSITATE THE / REMOVAL OF SOME EUCALYPTUS TREES. ANY TREES / REMOVED WILL BE REPL4CEL, ONA 2:1 BASIS WITH 15-GALLON TORREY PINES OR SIMILAR SPECIES. SCREEN WALL- CHEMICAL STORAGE 6950 TW 41.70 FS I 1 - -----iiiJ------------- -_i------I H I C)!~=ME 41.25 F F HIN Hp 4J 4Tc/HP TANK TREAT 40.95 FS ME 5b%1 I I 143.30171 I E L----------------- JHP 39.90 S j lltiflL_: NSFORMERS Nt - -V ---------- 000F '- N N N N N N RO PROCESS AREA \ I4LZ0_E±1 \40.05 F "N :- N CS -' LOW FLO'W,P/PE W1h1-I VALVETO DRAIN - - /8OTG1 UNOERGROUWB\WA T4R 'STORAGE SYSTEMCB -:- H STORM DRAIN 12 RCP "N 40.5 ES - - [INTERCONNECOON PIPE 41.20 FS 'J f r-------------------------- - 2% 0.5% -['1+ I4UZU 1c,rtuzrr/ N 32.00 7F CB ~41.70 ADMINISTRATION AND-' 32() FT / ELECTRICAL BUILDING 0-9211 EXISIING 4'X4' RCB THESE BMPS ARE MANDATORY TO BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS OR THESE PLANS NO CHANGES TO THE PROPOSED BMPS ON THE SHEET WITHOUT PRIOR APPROVAL FROM THE ENGINEERING DEPARTMENT. NO SUBSTITUTIONS TO THE MATERIAL TYPES OR PLANTING TYPES WITHOUT PRIOR APPROVAL FROM THE LAND DEVELOPMENT ENGINEER. NO OCCUPANCY WILL BE GRANTED UNTIL THE CITY INSPECTION STAFF HAS INSPECTED THIS PROJECT FOR APPROPRIATE BMP CONSTRUCTION ND INSTALLATION. SCREEN WALL PRETREATMENT- PUMP AREA 42.4 (SUBSURFACE) PROPOSED DETEN77ON CUDO- UNDERGROUND STORM WATER STORAGE SYSTEM MPH GROSS POLLUTANT F7L TER, 8,825 GE RIBBON LEGEND SELF CLEANING LANDSCAPING / WATER EFFICIENT IRRIGATION CUDO WATER STORAGE SYSTEM WITH GROSS POLLUTANT FILTER TRASH ENCLOSURE PER GS-16 C) INLET STENCILING TREATMENT BMP: PERMEABLE PAVEMENT 6-INCH THICK CRUSHED ROCK TREATMENT BMP: VEGETATIVE 810-SWALE ASPHALT PAVEMENT WQTR NOTES PRE-PROJECT PEAK STORMWATER RUNOFF DISCHARGE OFFSITE RATE = 10.36 CFS POST-PROJECT PEAK STORMWATER RUNOFF DISCHARGE OFFSITE RATE = 10.36 CFS PRE DEVELOPMENT Impervious Area 1.9 Acres Percent Impervious 30 X Pervious Area 4.4 Acres Percent Pervious ZQ...Z POST DEVELOPMENT Impervious Area 4.9 Acres Percent Impervious Pervious Area 1.4 Acres Percent Pervious 22..7. SPNG EARTHEN RETEN77ON BAS 7 32.00 iF 32.00 IF ~RETAINING WALL (SPLIT FACE BLOCK WITH VINES) WATER QUALITY TECHNICAL REPORT FIGURE B TITLE: PDP: 00-0215P 144(H) DATE: SEPT. 10 2009 PREPARED BY; TETRA TECH RESPONSIBLE PARTY INFORMATION NAME - PETER MACLAGGAN POSELDDN RESOURCES CORPORATION 501 WEST BROADWAY, SUITE 2020, SAN DIEGO, CA 92101, USA (619) 595-7802 0 30 60 REVISION DESCRIPTION 1-PRODUCT WATER )LIDS HANDLING / PUMP STATION SURGE TANK / (SUBSURFACE) [IIIIIIIIIIIIIIIIIIiIIII1 U U (flflj 0.7 3.4 MG PRODUCT WATER TANK (SUBSURFACE) 19.00 FF1 - TREA TMENT BMP: VECETAP7VE BID-S WALE TYPE 8" (7,574 SF) TMEN T RMP; PERMEABLE ( [TREA PAMENT (2,020 SF) F74 41 00 TO 4050 FS \,] \ TRASH ENCLOSURE nTHL/D TREA TMEN T BMP: PERMEABLE STORM WATER PAVEMENT (927 SF) PUMP STA DON PROPOSED DETEN77ON CUDO - UNDERGROUND STORM WATER 12 REP STORAGE SYSTEM 61171 GROSS '--24" RCP POLLUTANT FILTER, 3,100 CF -STORM DRAIN OUTLET\OVERFLOW PIPE PLANS PREPARED BY: J1. 00 TF TETRA TECH 6241 Logur. Canyon Road, Suite 200 'ine, California 92618 '8~ No. C039261 949~ 727-7099 Exp. 12-31-09 RETAINING WALL (SPLIT FACE BLOCK) AS-BUILT ROE _ EXP. __________ DATE REVIEWED BY INSPECTOR DATE 11[CITY OF CARLSBAD SHEETS L.....J.....J I ENGINEERING DEPARTMENT j Ill POSEIDON RESOURCES CARLSBAD SEAWATER DESALINATION PLANT SINGLE SHEET BMP PLAN rAPPR00: DAVID A. HAUSER DEPUTY CITY ENGINEER PE 33081 EXP. 6/30/10 DATE 1D BY: PROJECT NO. DRAMNG NO. .BATE . S!35L 25T. INITIAL [<D BY:.p 05-12A 463-60 OTHER APPROVAL CITY APPROVAL RW/D BY: Standard Urban Storm Water Mitigation Program (SUSMP) Water Quality Technical Report (WQTR) Poseidon Seawater Desalination Plant, Carlsbad PDP: 00-02/SP 144(H) VIII. EDUCATIONAL MATERIALS The following is a list of educational materials included in this WQTR. SC- li - Spill Prevention, Control and Cleanup SC-34 - Waste Handling and Disposal SC-41 - Building and Grounds Maintenance SC-43 - Parking/Storage Area Maintenance SD-20 - Pervious Paving SE- 10 - Storm Drain In Protection TC-30 - Vegetated Swale Section VIII Page 23 Spill Prevention, Control & Cleanup SC-11 Photo Credit: Geoff Brosseau Description Many activities that occur at an industrial or commercial site have the potential to cause accidental or illegal spills. Preparation for accidental or illegal spills, with proper training and reporting systems implemented, can minimize the discharge of pollutants to the environment. Spills and leaks are one of the largest contributors of stormwater pollutants. Spill prevention and control plans are applicable to any site at which hazardous materials are stored or used. An effective plan should have spill prevention and response procedures that identify potential spill areas, specify material handling procedures, describe spill response procedures, and provide spill clean-up equipment. The plan should take steps to identify and characterize potential spills, eliminate and reduce spill potential, respond to spills when they occur in an effort to prevent pollutants from entering the stormwater drainage system, and train personnel to prevent and control future spills. Approach Pollution Prevention Develop procedures to prevent/mitigate spills to storm drain systems. Develop and standardize reporting procedures, containment, storage, and disposal activities, documentation, and follow-up procedures. Develop a Spill Prevention Control and Countermeasure (SPCC) Plan. The plan should include: Objectives Cover Contain Educate Reduce/Minimize Product Substitution Targeted Constituents Sediment Nutrients Trash Metals IZI Bacteria Oil and Grease EI Organics January 2003 California Stormwater BMP Handbook 1 of 9 Errata 4-06 Industrial and Commercial www.cabmphandbooks.com SC-11 Spill Prevention, Control & Cleanup - Description of the facility, owner and address, activities and chemicals present - Facility map - Notification and evacuation procedures - Cleanup instructions - Identification of responsible departments - Identify key spill response personnel Recycle, reclaim, or reuse materials whenever possible. This will reduce the amount of process materials that are brought into the facility. Suggested Protocols (including equipment needs) Spill Prevention Develop procedures to prevent/mitigate spills to storm drain systems. Develop and standardize reporting procedures, containment, storage, and disposal activities, documentation, and follow-up procedures. . If consistent illegal dumping is observed at the facility: - Post "No Dumping" signs with a phone number for reporting illegal dumping and disposal. Signs should also indicate fines and penalties applicable for illegal dumping. - Landscaping and beautification efforts may also discourage illegal dumping. - Bright lighting and/or entrance barriers may also be needed to discourage illegal dumping. Store and contain liquid materials in such a manner that if the tank is ruptured, the contents will not discharge, flow, or be washed into the storm drainage system, surface waters, or groundwater. If the liquid is oil, gas, or other material that separates from and floats on water, install a spill control device (such as a tee section) in the catch basins that collects runoff from the storage tank area. Routine maintenance: - Place drip pans or absorbent materials beneath all mounted taps, and at all potential drip and spill locations during filling and unloading of tanks. Any collected liquids or soiled absorbent materials must be reused/recycled or properly disposed. - Store and maintain appropriate spill cleanup materials in a location known to all near the tank storage area; and ensure that employees are familiar with the site's spill control plan and/or proper spill cleanup procedures. - Sweep and clean the storage area monthly if it is paved, do not hose down the area to a storm drain. 2 of 9 California Stormwater BMP Handbook January 2003 Industrial and Commercial Errata 4-06 www.cabmphandbooks.com Spill Prevention Control & Cleanup SC-11 - Check tanks (and any containment sumps) daily for leaks and spills. Replace tanks that are leaking, corroded, or otherwise deteriorating with tanks in good condition. Collect all spilled liquids and properly dispose of them. Label all containers according to their contents (e.g., solvent, gasoline). Label hazardous substances regarding the potential hazard (corrosive, radioactive, flammable, explosive, poisonous). Prominently display required labels on transported hazardous and toxic materials (per US DOT regulations). Identify key spill response personnel. Spill Control and Cleanup Activities Follow the Spill Prevention Control and Countermeasure Plan. • Clean up leaks and spills immediately. Place a stockpile of spill cleanup materials where it will be readily accessible (e.g., near storage and maintenance areas). On paved surfaces, clean up spills with as little water as possible. Use a rag for small spills, a damp mop for general cleanup, and absorbent material for larger spills. If the spilled material is hazardous, then the used cleanup materials are also hazardous and must be sent to a certified laundry (rags) or disposed of as hazardous waste. Physical methods for the cleanup of dry chemicals include the use of brooms, shovels, sweepers, or plows. Never hose down or bury dry material spills. Sweep up the material and dispose of properly. Chemical cleanups of material can be achieved with the use of adsorbents, gels, and foams. Use adsorbent materials on small spills rather than hosing down the spill. Remove the adsorbent materials promptly and dispose of properly. For larger spills, a private spill cleanup company or Hazmat team may be necessary. Reporting Report spills that pose an immediate threat to human health or the environment to the Regional Water Quality Control Board. Federal regulations require that any oil spill into a water body or onto an adjoining shoreline be reported to the National Response Center (NRC) at 800-424-8802 (24 hour). Report spills to local agencies, such as the fire department; they can assist in cleanup. Establish a system for tracking incidents. The system should be designed to identify the following: - Types and quantities (in some cases) of wastes - Patterns in time of occurrence (time of day/night, month, or year) January 2003 California Stormwater BMP Handbook 3 of 9 Errata 4-06 Industrial and Commercial www.cabmphandbooks.com SC-11 Spill Prevention, Control & Cleanup - Mode of dumping (abandoned containers, "midnight dumping" from moving vehicles, direct dumping of materials, accidents/spills) - Responsible parties Training . Educate employees about spill prevention and cleanup. . Well-trained employees can reduce human errors that lead to accidental releases or spills: - The employee should have the tools and knowledge to immediately begin cleaning up a spill should one occur. - Employees should be familiar with the Spill Prevention Control and Countermeasure Plan. Employees should be educated about aboveground storage tank requirements. Employees responsible for aboveground storage tanks and liquid transfers should be thoroughly familiar with the Spill Prevention Control and Countermeasure Plan and the plan should be readily available. Train employees to recognize and report illegal dumping incidents. Other Considerations (Limitations and Regulations) A Spill Prevention Control and Countermeasure Plan (SPCC) is required for facilities that are subject to the oil pollution regulations specified in Part 112 of Title 40 of the Code of Federal Regulations or if they have a storage capacity of 10,000 gallons or more of petroleum. (Health and Safety Code 6.67) State regulations also exist for storage of hazardous materials (Health & Safety Code Chapter 6.95), including the preparation of area and business plans for emergency response to the releases or threatened releases. Consider requiring smaller secondary containment areas (less than 200 sq. ft.) to be connected to the sanitary sewer, prohibiting any hard connections to the storm drain. Requirements Costs (including capital and operation & maintenance) Will vary depending on the size of the facility and the necessary controls. Prevention of leaks and spills is inexpensive. Treatment and/or disposal of contaminated soil or water can be quite expensive. Maintenance (including administrative and staffing) This BMP has no major administrative or staffing requirements. However, extra time is needed to properly handle and dispose of spills, which results in increased labor costs. 4 of 9 California Stormwater BMP Handbook January 2003 Industrial and Commercial Errata 4-06 www.cabmphandbooks.com Spill Prevention, Control & Cleanup SC-11 Supplemental Information Further Detail of the BMP Reporting Record keeping and internal reporting represent good operating practices because they can increase the efficiency of the facility and the effectiveness of BMPs. A good record keeping system helps the facility minimize incident recurrence, correctly respond with appropriate cleanup activities, and comply with legal requirements. A record keeping and reporting system should be set up for documenting spills, leaks, and other discharges, including discharges of hazardous substances in reportable quantities. Incident records describe the quality and quantity of non-stormwater discharges to the storm sewer. These records should contain the following information: . Date and time of the incident . Weather conditions Duration of the spill/leak/discharge Cause of the spill/leak/discharge Response procedures implemented Persons notified Environmental problems associated with the spill/leak/discharge Separate record keeping systems should be established to document housekeeping and preventive maintenance inspections, and training activities. All housekeeping and preventive maintenance inspections should be documented. Inspection documentation should contain the following information: The date and time the inspection was performed Name of the inspector Items inspected Problems noted Corrective action required Date corrective action was taken Other means to document and record inspection results are field notes, timed and dated photographs, videotapes, and drawings and maps. Aboveground Tank Leak and Spill Control Accidental releases of materials from aboveground liquid storage tanks present the potential for contaminating stormwater with many different pollutants. Materials spilled, leaked, or lost from January 2003 California Stormwater BMP Handbook 5 of 9 Errata 4-06 Industrial and Commercial www.cabmphandbooks.com SC-11 Spill Prevention, Control & Cleanup tanks may accumulate in soils or on impervious surfaces and be carried away by stormwater runoff. The most common causes of unintentional releases are: Installation problems Failure of piping systems (pipes, pumps, flanges, couplings, hoses, and valves) External corrosion and structural failure Spills and overfills due to operator error Leaks during pumping of liquids or gases from truck or rail car to a storage tank or vice versa Storage of reactive, ignitable, or flammable liquids should comply with the Uniform Fire Code and the National Electric Code. Practices listed below should be employed to enhance the code requirements: Tanks should be placed in a designated area. Tanks located in areas where firearms are discharged should be encapsulated in concrete or the equivalent. Designated areas should be impervious and paved with Portland cement concrete, free of cracks and gaps, in order to contain leaks and spills. Liquid materials should be stored in UL approved double walled tanks or surrounded by a curb or dike to provide the volume to contain 10 percent of the volume of all of the containers or 110 percent of the volume of the largest container, whichever is greater. The area inside the curb should slope to a drain. For used oil or dangerous waste, a dead-end sump should be installed in the drain. All other liquids should be drained to the sanitary sewer if available. The drain must have a positive control such as a lock, valve, or plug to prevent release of contaminated liquids. Accumulated stormwater in petroleum storage areas should be passed through an oil/water separator. Maintenance is critical to preventing leaks and spills. Conduct routine inspections and: Check for external corrosion and structural failure. Check for spills and overfills due to operator error. Check for failure of piping system (pipes, pumps, flanger, coupling, hoses, and valves). Check for leaks or spills during pumping of liquids or gases from truck or rail car to a storage facility or vice versa. 6 of 9 California Stormwater BMP Handbook January 2003 Industrial and Commercial Errata 4-06 www.cabmphandbooks.com Spill Prevention, Control & Cleanup SC-11 Visually inspect new tank or container installation for loose fittings, poor welding, and improper or poorly fitted gaskets. Inspect tank foundations, connections, coatings, and tank walls and piping system. Look for corrosion, leaks, cracks, scratches, and other physical damage that may weaken the tank or container system. Frequently relocate accumulated stormwater during the wet season. Periodically conduct integrity testing by a qualified professional. Vehicle Leak and Spill Control Major spills on roadways and other public areas are generally handled by highly trained Hazmat teams from local fire departments or environmental health departments. The measures listed below pertain to leaks and smaller spills at vehicle maintenance shops. In addition to implementing the spill prevention, control, and clean up practices above, use the following measures related to specific activities: Vehicle and Equipment Maintenance Perform all vehicle fluid removal or changing inside or under cover to prevent the run-on of stormwater and the runoff of spills. Regularly inspect vehicles and equipment for leaks, and repair immediately. Check incoming vehicles and equipment (including delivery trucks, and employee and subcontractor vehicles) for leaking oil and fluids. Do not allow leaking vehicles or equipment onsite. Always use secondary containment, such as a drain pan or drop cloth, to catch spills or leaks when removing or changing fluids. Immediately drain all fluids from wrecked vehicles. Store wrecked vehicles or damaged equipment under cover. Place drip pans or absorbent materials under heavy equipment when not in use. Use adsorbent materials on small spills rather than hosing down the spill. Remove the adsorbent materials promptly and dispose of properly. Promptly transfer used fluids to the proper waste or recycling drums. Don't leave full drip pans or other open containers lying around. Oil filters disposed of in trashcans or dumpsters can leak oil and contaminate stormwater. Place the oil filter in a funnel over a waste oil recycling drum to drain excess oil before disposal. Oil filters can also be recycled. Ask your oil supplier or recycler about recycling oil filters. January 2003 California Stormwater BMP Handbook 7 of 9 Errata 4-06 Industrial and Commercial www.cabmphandbooks.com SC-11 Spill Prevention, Control & Cleanup Store cracked batteries in a non-leaking secondary container. Do this with all cracked batteries, even if you think all the acid has drained out. If you drop a battery, treat it as if it is cracked. Put it into the containment area until you are sure it is not leaking. Vehicle and Equipment Fueling Design the fueling area to prevent the run-on of stormwater and the runoff of spills: - Cover fueling area if possible. - Use a perimeter drain or slope pavement inward with drainage to a sump. - Pave fueling area with concrete rather than asphalt. If dead-end sump is not used to collect spills, install an oil/water separator. Install vapor recovery nozzles to help control drips as well as air pollution. Discourage "topping-off of fuel tanks. Use secondary containment when transferring fuel from the tank truck to the fuel tank. Use adsorbent materials on small spills and general cleaning rather than hosing down the area. Remove the adsorbent materials promptly. Carry out all Federal and State requirements regarding underground storage tanks, or install above ground tanks. Do not use mobile fueling of mobile industrial equipment around the facility; rather, transport the equipment to designated fueling areas. Keep your Spill Prevention Control and Countermeasure (SPCC) Plan up-to-date. Train employees in proper fueling and cleanup procedures. Industrial Spill Prevention Response For the purposes of developing a spill prevention and response program to meet the stormwater regulations, facility managers should use information provided in this fact sheet and the spill prevention/response portions of the fact sheets in this handbook, for specific activities. The program should: Integrate with existing emergency response/hazardous materials programs (e.g., Fire Department) Develop procedures to prevent/mitigate spills to storm drain systems Identify responsible departments Develop and standardize reporting procedures, containment, storage, and disposal activities, documentation, and follow-up procedures Address spills at municipal facilities, as well as public areas 8 of 9 California Stormwater BMP Handbook January 2003 Industrial and Commercial Errata 4-06 www.cabmphandbooks.com Spill Prevention, Control & Cleanup SC-11 Provide training concerning spill prevention, response and cleanup to all appropriate personnel References and Resources California's Nonpoint Source Program Plan http://www.swrcb.ca.gov/nps/index.htrnl Clark County Storm Water Pollution Control Manual http://www.co.clark.wa.us/pubworks/bmprnan.pdf King County Storm Water Pollution Control Manual http://dnr.metrokc.gov/wlr/dss/spcm.htm Santa Clara Valley Urban Runoff Pollution Prevention Program http://www.scvurppp.org The Stormwater Managers Resource Center httn://www.storrnwatercenter.net/ January 2003 California Stormwater BMP Handbook 9 of 9 Errata 4-06 Industrial and Commercial www.cabmphandbooks.com Waste Handling & Disposal SC-34 Objectives Cover Contain Educate Reduce/Minimize Product Substitution Description Improper storage and handling of solid wastes can allow toxic Targeted Constituents compounds, oils and greases, heavy metals, nutrients, suspended Sediment solids, and other pollutants to enter stormwater runoff. The Nutrients discharge of pollutants to stormwater from waste handLng and Trash disposal can be prevented and reduced by tracking waste Metals I generation, storage, and disposal:; reducing waste generation and Bacteria I disposal through source reduction, reuse, and recycling; and Oil and Grease I preventing run-on and runoff. Organics I Approach Pollution Prevention Accomplish reduction in the amount of waste generated using the following source controls: - Production planning and sequencing - Process or equipment modification - Raw material substitution or elimination - Loss prevention and housekeeping - Waste segregation and separation - Close loop recycling Establish a material tracking system to increase awareness - about material usage This may reduce spills and minimize AC S Q A contamination, thus reducing the amount of waste produced. \0 Allifornia stormwater Recycle materials whenever possible. : .....Quality . ) Association January 2003 California Stormwa:er BMP Handbook 1 of 5 Industrial and Commercial www.cabmphandbocks.com SC-34 Waste Handling & Disposal Suggested Protocols General Cover storage containers with leak proof lids or some other means. If waste is not in containers, cover all waste piles (plastic tarps are acceptable coverage) and prevent stormwater run-on and runoff with a berm. The waste containers or piles must be covered except when in use. Use drip pans or absorbent materials whenever grease containers are emptied by vacuum trucks or other means. Grease cannot be left on the ground. Collected grease must be properly disposed of as garbage. Check storage containers weekly for leaks and to ensure that lids are on tightly. Replace any that are leaking, corroded, or otherwise deteriorating. Sweep and clean the storage area regularly. If it is paved, do not hose down the area to a storm drain. Dispose of rinse and wash water from cleaning waste containers into a sanitary sewer if allowed by the local sewer authority. Do not discharge wash water to the street or storm drain. Transfer waste from damaged containers into safe containers. Take special care when loading or unloading wastes to minimize losses. Loading systems can be used to minimize spills and fugitive emission losses such as dust or mist. Vacuum transfer systems can minimize waste loss. Controlling Litter Post "No Littering" signs and enforce anti-litter laws. Provide a sufficient number of litter receptacles for the facility. Clean out and cover litter receptacles frequently to prevent spillage. Waste Collection Keep waste collection areas clean. Inspect solid waste containers for structural damage regularly. Repair or replace damaged containers as necessary. Secure solid waste containers; containers must be closed tightly when not in use. Do not fill waste containers with washout water or any other liquid. Ensure that only appropriate solid wastes are added to the solid waste container. Certain wastes such as hazardous wastes, appliances, fluorescent lamps, pesticides, etc., may not be disposed of in solid waste containers (see chemical/ hazardous waste collection section below). 2 of 5 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com Waste Handling & Disposal SC-34 Do not mix wastes; this can cause chemical reactions, make recycling impossible, and complicate disposal. Good Housekeeping . Use all of the product before disposing of the container. Keep the waste management area clean at all times by sweeping and cleaning up spills immediately. Use dry methods when possible (e.g., sweeping, use of absorbents) when cleaning around restaurant/food handling dumpster areas. If water must be used after sweeping/using absorbents, collect water and discharge through grease interceptor to the sewer. Chemical/Hazardous Wastes . Select designated hazardous waste collection areas on-site. Store hazardous materials and wastes in covered containers and protect them from vandalism. . Place hazardous waste containers in secondary containment. Make sure that hazardous waste is collected, removed, and disposed of only at authorized disposal areas. Stencil or demarcate storm drains on the facility's property with prohibitive message regarding waste disposal. Run-on/Runoff Prevention Prevent stormwater run-on from entering the waste management area by enclosing the area or building a berm around the area. Prevent waste materials from directly contacting rain. Cover waste piles with temporary covering material such as reinforced tarpaulin, polyethylene, polyurethane, polypropyleneor hypalon. Cover the area with a permanent roof if feasible. Cover dumpsters to prevent rain from washing waste out of holes or cracks in the bottom of the dumpster. Move the activity indoor after ensuring all safety concerns such as fire hazard and ventilation are addressed. Inspection Inspect and replace faulty pumps or hoses regularly to minimize the potential of releases and spills. Check waste management areas for leaking containers or spills. January 2003 California Stormwater BMP Handbook 3 of 5 Industrial and Commercial www.cabmphandbooks.com SC-34 Waste Handling & Disposal Repair leaking equipment including valves, lines, seals, or pumps promptly. Training Train staff in pollution prevention measures and proper disposal methods. Train employees and contractors in proper spill containment and cleanup. The employee should have the tools and knowledge to immediately begin cleaning up a spill should one occur. Train employees and subcontractors in proper hazardous waste management. Spill Response and Prevention Keep your Spill Prevention Control and Countermeasure (SPCC) Plan up-to-date. Have an emergency plan, equipment and trained personnel ready at all times to deal immediately with major spills Collect all spilled liquids and properly dispose of them. Store and maintain appropriate spill cleanup materials in a location known to all near the designated wash area. Ensure that vehicles transporting waste have spill prevention equipment that can prevent spills during transport. Spill prevention equipment includes: - Vehicles equipped with baffles for liquid waste - Trucks with sealed gates and spill guards for solid waste Other Considerations (Limitations and Regulations) Hazardous waste cannot be reused or recycled; it must be disposed of by a licensed hazardous waste hauler. Requirements Costs Capital and O&M costs for these programs will vary substantially depending on the size of the facility and the types of waste handled. Costs should be low if there is an inventory program in place. Maintenance None except for maintaining equipment for material tracking program. Supplemental Information Further Detail of the BMP Land Treatment System Minimize runoff of polluted stormwater from land application by: Choosing a site where slopes are under 6%, the soil is permeable, there is a low water table, it is located away from wetlands or marshes, and there is a closed drainage system 4 of 5 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com Waste Handling & Disposal SC-34 Avoiding application of waste to the site when it is raining or when the ground is saturated with water Growing vegetation on land disposal areas to stabilize soils and reduce the volume of surface water runoff from the site Maintaining adequate barriers between the land application site and the receiving waters (planted strips are particularly good) Using erosion control techniques such as mulching and matting, filter fences, straw bales, diversion terracing, and sediment basins Performing routine maintenance to ensure the erosion control or site stabilization measures are working Examples The port of Long Beach has a state-of-the-art database for identifying potential pollutant sources, documenting facility management practices, and tracking pollutants. References and Resources California's Nonpoint Source Program Plan http://www.swrcb.ca.gov/nps/index.html Clark County Storm Water Pollution Control Manual hit p://www.co.clark.wa.us/pubworks/bmpman.pdf Solid Waste Container Best Management Practices - Fact Sheet On-Line Resources - Environmental Health and Safety. Harvard University. 2002. King County Storm Water Pollution Control Manual httn://dnr.metrokc.gov/wlr/dss/spcm.htm Pollution from Surface Cleaning Folder. 1996. Bay Area Stormwater Management Agencies Association (BASMAA). http://www.basmaa.org Santa Clara Valley Urban Runoff Pollution Prevention Program http://www.scvurppp.org The Storm Water Managers Resource Center http://www.stormwatercenter.net/ January 2003 California Stormwater BMP Handbook 5 of 5 Industrial and Commercial www.cabmphandbooks.com Targeted Constituents Sediment / Nutrients / Trash Metals / Bacteria I, Oil and Grease Organics Building & Grounds Maintenance SC-41 Description Stormwater runoff from building and grounds maintenance activities can be contaminated with toxic hydrocarbons in solvents, fertilizers and pesticides, suspended solids, heavy metals, abnormal pH, and oils and greases. Utilizing the protocols in this fact sheet will prevent or reduce the discharge of pollutants to stormwater from building and grounds maintenance activities by washing and cleaning up with as little water as possible, following good landscape management practices, preventing and cleaning up spills immediately, keeping debris from entering the storm drains, and maintaining the stormwater collection system. Approach Reduce potential for pollutant discharge through source control pollution prevention and BMP implementation. Successful implementation depends on effective training of employees on applicable BMPs and general pollution prevention strategies and objectives. Pollution Prevention Switch to non-toxic chemicals for maintenance when possible. . Choose cleaning agents that can be recycled. Encourage proper lawn management and landscaping, including use of native vegetation. Objectives Cover Contain Educate Reduce/Minimize Product Substitution California '. Stormwater Quality Association January 2003 California Stormwater BMP Handbook 1 of 5 Industrial and Commercial www.cabmphandbooks.com SC-41 Building & Grounds Maintenance Encourage use of Integrated Pest Management techniques for pest control. Encourage proper onsite recycling of yard trimmings. Recycle residual paints, solvents, lumber, and other material as much as possible. Suggested Protocols Pressure Washing of Buildings, Rooftops, and Other Large Objects In situations where soaps or detergents are used and the surrounding area is paved, pressure washers must use a water collection device that enables collection of wash water and associated solids. A sump pump, wet vacuum or similarly effective device must be used to collect the runoff and loose materials. The collected runoff and solids must be disposed of properly. If soaps or detergents are not used, and the surrounding area is paved, wash runoff does not have to be collected but must be screened. Pressure washers must use filter fabric or some other type of screen on the ground and/or in the catch basin to trap the particles in wash water runoff. If you are pressure washing on a grassed area (with or without soap), runoff must be dispersed as sheet flow as much as possible, rather than as a concentrated stream. The wash runoff must remain on the grass and not drain to pavement. Landscaping Activities Dispose of grass clippings, leaves, sticks, or other collected vegetation as garbage, or by composting. Do not dispose of collected vegetation into waterways or storm drainage systems. Use mulch or other erosion control measures on exposed soils. Building Repair, Remodeling, and Construction Do not dump any toxic substance or liquid waste on the pavement, the ground, or toward a storm drain. Use ground or drop cloths underneath outdoor painting, scraping, and sandblasting work, and properly dispose of collected material daily. Use a ground cloth or oversized tub for activities such as paint mixing and tool cleaning. Clean paintbrushes and tools covered with water-based paints in sinks connected to sanitary sewers or in portable containers that can be dumped into a sanitary sewer drain. Brushes and tools covered with non-water-based paints, finishes, or other materials must be cleaned in a manner that enables collection of used solvents (e.g., paint thinner, turpentine, etc.) for recycling or proper disposal. Use a storm drain cover, filter fabric, or similarly effective runoff control mechanism if dust, grit, wash water, or other pollutants may escape the work area and enter a catch basin. This is particularly necessary on rainy days. The containment device(s) must be in place at the beginning of the work day, and accumulated dirty runoff and solids must be collected and disposed of before removing the containment device(s) at the end of the work day. 2 of 5 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com Building & Grounds Maintenance SC-41 If you need to de-water an excavation site, you may need to filter the water before discharging to a catch basin or off-site. If directed off-site, you should direct the water through hay bales and filter fabric or use other sediment filters or traps. Store toxic material under cover during precipitation events and when not in use. A cover would include tarps or other temporary cover material. Mowing, Trimming, and Planting Dispose of leaves, sticks, or other collected vegetation as garbage, by composting or at a permitted landfill. Do not dispose of collected vegetation into waterways or storm drainage systems. Use mulch or other erosion control measures when soils are exposed. Place temporarily stockpiled material away from watercourses and drain inlets, and berm or cover stockpiles to prevent material releases to the storm drain system. Consider an alternative approach when bailing out muddy water: do not put it in the storm drain; pour over landscaped areas. Use hand weeding where practical. Fertilizer and Pesticide Management Follow all federal, state, and local laws and regulations governing the use, storage, and disposal of fertilizers and pesticides and training of applicators and pest control advisors. Use less toxic pesticides that will do the job when applicable. Avoid use of copper-based pesticides if possible. Do not use pesticides if rain is expected. Do not mix or prepare pesticides for application near storm drains. Use the minimum amount needed for the job. Calibrate fertilizer distributors to avoid excessive application. Employ techniques to minimize off-target application (e.g., spray drift) of pesticides, including consideration of alternative application techniques. Apply pesticides only when wind speeds are low. Fertilizers should be worked into the soil rather than dumped or broadcast onto the surface. Irrigate slowly to prevent runoff and then only as much as is needed. Clean pavement and sidewalk if fertilizer is spilled on these surfaces before applying irrigation water. Dispose of empty pesticide containers according to the instructions on the container label. January 2003 California Stormwater BMP Handbook 3 of 5 Industrial and Commercial www.cabmphandbooks.com SC-41 Building & Grounds Maintenance Use up the pesticides. Rinse containers, and use rinse water as product. Dispose of unused pesticide as hazardous waste. Implement storage requirements for pesticide products with guidance from the local fire department and County Agricultural Commissioner. Provide secondary containment for pesticides. Inspection Inspect irrigation system periodically to ensure that the right amount of water is being applied and that excessive runoff is not occurring. Minimize excess watering and repair leaks in the irrigation system as soon as they are observed. Training Educate and train employees on pesticide use and in pesticide application techniques to prevent pollution. Train employees and contractors in proper techniques for spill containment and cleanup. Be sure the frequency of training takes into account the complexity of the operations and the nature of the staff. Spill Response and Prevention Keep your Spill Prevention Control and Countermeasure (SPCC) Plan up-to-date. Place a stockpile of spill cleanup materials, such as brooms, dustpans, and vacuum sweepers (if desired) near the storage area where it will be readily accessible. Have employees trained in spill containment and cleanup present during the loading/unloading of dangerous wastes, liquid chemicals, or other materials. Familiarize employees with the Spill Prevention Control and Countermeasure Plan. Clean up spills immediately. Other Considerations Alternative pest/weed controls may not be available, suitable, or effective in many cases. Requirements Costs Cost will vary depending on the type and size of facility. Overall costs should be low in comparison to other BMPs. Maintenance Sweep paved areas regularly to collect loose particles. Wipe up spills with rags and other absorbent material immediately, do not hose down the area to a storm drain. 4 of 5 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com Building & Grounds Maintenance SC-41 Supplemental Information Further Detail of the BMP Fire Sprinkler Line Flushing Building fire sprinkler line flushing may be a source of non-stormwater runoff pollution. The water entering the system is usually potable water, though in some areas it may be non-potable reclaimed wastewater. There are subsequent factors that may drastically reduce the quality of the water in such systems. Black iron pipe is usually used since it is cheaper than potable piping, but it is subject to rusting and results in lower quality water. Initially, the black iron pipe has an oil coating to protect it from rusting between manufacture and installation; this will contaminate the water from the first flush but not from subsequent flushes. Nitrates, poly- phosphates and other corrosion inhibitors, as well as fire suppressants and antifreeze may be added to the sprinkler water system. Water generally remains in the sprinkler system a long time (typically a year) and between flushes may accumulate iron, manganese, lead, copper, nickel, and zinc. The water generally becomes anoxic and contains living and dead bacteria and breakdown products from chlorination. This may result in a significant BOD problem and the water often smells. Consequently dispose fire sprinkler line flush water into the sanitary sewer. Do not allow discharge to storm drain or infiltration due to potential high levels of pollutants in fire sprinkler line water. References and Resources California's Nonpoint Source Program Plan http://www.swrcb.ca.gov/nps/index.html Clark County Storm Water Pollution Control Manual http://www.co.clark.wa.us/pubworks/bmpman.pdf King County Storm Water Pollution Control Manual http://dnr.metrokc.gov/wlr/dss/spcm.htm Mobile Cleaners Pilot Program: Final Report. 1997. Bay Area Stormwater Management Agencies Association (BASMAA). http://www.basmaa.org/ Pollution from Surface Cleaning Folder. 1996. Bay Area Stormwater Management Agencies Association (BASMAA). http://www.basmaa.org/ Santa Clara Valley Urban Runoff Pollution Prevention Program http://www.scvurppp.org The Storm Water Managers Resource Center http://www.stormwatercenter.net/ January 2003 California Stormwater BMP Handbook 5 of 5 Industrial and Commercial www.cabmphandbooks.com Parking/Storage Area Maintenance SC-43 Description Parking lots and storage areas can contribute a number of substances, such as trash, suspended solids, hydrocarbons, oil and grease, and heavy metals that can enter receiving waters through stormwater runoff or non-stormwater discharges. The protocols in this fact sheet are intended to prevent or reduce the discharge of pollutants from parking/storage areas and include using good housekeeping practices, following appropriate cleaning BMPs, and training employees. Approach The goal of this program is to ensure stormwater pollution prevention practices are considered when conducting activities on or around parking areas and storage areas to reduce potential for pollutant discharge to receiving waters. Successful implementation depends on effective training of employees on applicable BMPs and general pollution prevention strategies and objectives. Pollution Prevention Encourage alternative designs and maintenance strategies for impervious parking lots. (See New Development and Redevelopment BMP Handbook) Keep accurate maintenance logs to evaluate BMP implementation. Objectives Cover Contain Educate Reduce/Minimize Product Substitution Targeted Constituents Sediment Nutrients Trash Metals I, Bacteria Oil and Grease I Organics I AS a- \ California Stormwater Quality Association January 2003 California Stormwater BMP Handbook 1 of 4 Industrial and Commercial www.cabmphandbooks.com SC-43 Parking/Storage Area Maintenance Suggested Protocols General Keep the parking and storage areas clean and orderly. Remove debris in a timely fashion. Allow sheet runoff to flow into biofilters (vegetated strip and swale) and/or infiltration devices. Utilize sand filters or oleophilic collectors for oily waste in low quantities. Arrange rooftop drains to prevent drainage directly onto paved surfaces. Design lot to include semi-permeable hardscape. Discharge soapy water remaining in mop or wash buckets to the sanitary sewer through a sink, toilet, clean-out, or wash area with drain. Controlling Litter Post "No Littering" signs and enforce anti-litter laws. Provide an adequate number of litter receptacles. Clean out and cover litter receptacles frequently to prevent spillage. Provide trash receptacles in parking lots to discourage litter. Routinely sweep, shovel, and dispose of litter in the trash. Surface Cleaning Use dry cleaning methods (e.g., sweeping, vacuuming) to prevent the discharge of pollutants into the stormwater conveyance system if possible. Establish frequency of public parking lot sweeping based on usage and field observations of waste accumulation. Sweep all parking lots at least once before the onset of the wet season. Follow the procedures below if water is used to clean surfaces: - Block the storm drain or contain runoff. - Collect and pump wash water to the sanitary sewer or discharge to a pervious surface. Do not allow wash water to enter storm drains. - Dispose of parking lot sweeping debris and dirt at a landfill. Follow the procedures below when cleaning heavy oily deposits: - Clean oily spots with absorbent materials. - Use a screen or filter fabric over inlet, then wash surfaces. 2 of 4 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com Parking/Storage Area Maintenance SC-43 - Do not allow discharges to the storm drain. - Vacuum/pump discharges to a tank or discharge to sanitary sewer. - Appropriately dispose of spilled materials and absorbents. Surface Repair Preheat, transfer or load hot bituminous material away from storm drain inlets. Apply concrete, asphalt, and seal coat during dry weather to prevent contamination from contacting stormwater runoff. Cover and seal nearby storm drain inlets where applicable (with waterproof material or mesh) and manholes before applying seal coat, slurry seal, etc. Leave covers in place until job is complete and all water from emulsified oil sealants has drained or evaporated. Clean any debris from these covered manholes and drains for proper disposal. Use only as much water as necessary for dust control, to avoid runoff. Catch drips from paving equipment that is not in use with pans or absorbent material placed under the machines. Dispose of collected material and absorbents properly. Inspection Have designated personnel conduct inspections of parking facilities and stormwater conveyance systems associated with parking facilities on a regular basis. Inspect cleaning equipment/sweepers for leaks on a regular basis. Training Provide regular training to field employees and/or contractors regarding cleaning of paved areas and proper operation of equipment. • Train employees and contractors in proper techniques for spill containment and cleanup. Spill Response and Prevention Keep your Spill Prevention Control and Countermeasure (SPCC) Plan up-to-date. Place a stockpile of spill cleanup materials where it will be readily accessible or at a central location. Clean up fluid spills immediately with absorbent rags or material. Dispose of spilled material and absorbents properly. Other Considerations Limitations related to sweeping activities at large parking facilities may include high equipment costs, the need for sweeper operator training, and the inability of current sweeper technology to remove oil and grease. January 2003 California Stormwater BMP Handbook 3 of 4 Industrial and Commercial www.cabmphandbooks.com SC-43 Parking/Storage Area Maintenance Requirements Costs Cleaning/sweeping costs can be quite large. Construction and maintenance of stormwater structural controls can be quite expensive as well. Maintenance Sweep parking lot regularly to minimize cleaning with water. • Clean out oil/water/sand separators regularly, especially after heavy storms. Clean parking facilities regularly to prevent accumulated wastes and pollutants from being discharged into conveyance systems during rainy conditions. Supplemental Information Further Detail of the BMP Surface Repair Apply concrete, asphalt, and seal coat during dry weather to prevent contamination from contacting stormwater runoff. Where applicable, cover and seal nearby storm drain inlets (with waterproof material or mesh) and manholes before applying seal coat, slurry seal, etc. Leave covers in place until job is complete and all water from emulsified oil sealants has drained or evaporated. Clean any debris from these covered manholes and drains for proper disposal. Only use only as much water as is necessary for dust control to avoid runoff. References and Resources California's Nonpoint Source Program Plan http://www.swrcb.ca.gov/nps/index.html Clark County Storm Water Pollution Control Manual http://www.co.clark.wa.us/pubworks/bmpman.pdf King County Storm Water Pollution Control Manual http://dnr.metrokc.gov/wlr/dss/spcm.htm Pollution from Surface Cleaning Folder. 1996. Bay Area Stormwater Management Agencies Association (BASMAA). http://www.basmaa.org/ Oregon Association of Clean Water Agencies. Oregon Municipal Stormwater Toolbox for Maintenance Practices. June 1998. Santa Clara Valley Urban Runoff Pollution Prevention Program http://www.scvurppp.or The Storm Water Managers Resource Center http://www.stormwatercenter.net/ 4 of 4 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com Storm Drain Inlet Protection SE-10 Description and Purpose Storm drain inlet protection consists of a sediment filter or an impounding area around or upstream of a storm drain, drop inlet, or curb inlet. Storm drain inlet protection measures temporarily pond runoff before it enters the storm drain, allowing sediment to settle. Some filter configurations also remove sediment by filtering, but usually the ponding action results in the greatest sediment reduction. Suitable Applications Every storm drain inlet receiving sediment-laden runoff should be protected. Limitations Drainage area should not exceed 1 acre. Straw bales, while potentially effective, have not produced in practice satisfactory results, primarily due to improper installation. Requires an adequate area for water to pond without encroaching into portions of the roadway subject to traffic. Inlet protection usually requires other methods of temporary protection to prevent sediment-laden stormwater and non-stormwater discharges from entering the storm drain system. Sediment removal may be difficult in high flow conditions or if runoff is heavily sediment laden. If high flow conditions are Objectives EC Erosion Control SE Sediment Control TR Tracking Control WE Wind Erosion Control NS Non-Stormwater Management Control nnui Waste Management and Materials Pollution Control Legend: El Primary Objective Ii Secondary Objective Targeted Constituents Sediment El Nutrients Trash El Metals Bactea Oil and Grease Organics Potential Alternatives SE-1 Silt Fence SE-5 Fiber Rolls SE-6 Gravel Bag Berm SE-8 Sandbag Barrier SE-9 Straw Bale Barrier CA (\I c 'sttw r!: January 2003 California Stormwater BMP Handbook 1 of 9 Construction www.cabmphandbooks.com SE-10 Storm Drain Inlet Protection expected, use other onsite sediment trapping techniques in conjunction with inlet protection. Frequent maintenance is required. For drainage areas larger than 1 acre, runoff should be routed to a sediment-trapping device designed for larger flows. See BMPs SE-2, Sediment Basin, and SE-3, Sediment Traps. Excavated drop inlet sediment traps are appropriate where relatively heavy flows are. expected, and overflow capability is needed. Implementation General Large amounts of sediment may enter the storm drain system when storm drains are installed before the upsiope drainage area is stabilized, or where construction is adjacent to an existing storm drain. In cases of extreme sediment loading, the storm drain itself may clog and lose a major portion of its capacity. To avoid these problems, it is necessary to prevent sediment from entering the system at the inlets. Inlet control measures presented in this handbook should not be used for inlets draining more than one acre. Runoff from larger disturbed areas should be first routed through SE-2, Sediment Basin or SE-3, Sediment Trap. Different types of inlet protection are appropriate for different applications depending on site conditions and the type of inlet. Inlet protection methods not presented in this handbook should be approved by the local stormwater management agency. Design and Layout Identify existing and planned storm drain inlets that have the potential to receive sediment- laden surface runoff. Determine if storm drain inlet protection is needed and which method to use. Limit upstream drainage area to 1 acre maximum. For larger drainage areas, use SE-2, Sediment Basin, or SE-3, Sediment Trap, upstream of the inlet protection device. The key to successful and safe use of storm drain inlet protection devices is to know where runoff will pond or be diverted. - Determine the acceptable location and extent of ponding in the vicinity of the drain inlet. The acceptable location and extent of ponding will influence the type and design of the storm drain inlet protection device. Determine the extent of potential runoff diversion caused by the storm drain inlet protection device. Runoff ponded by inlet protection devices may flow around the device and towards the next downstream inlet. In some cases, this is acceptable; in other cases, serious erosion or downstream property damage can be caused by these diversions. The possibility of runoff diversions will influence whether or not storm drain inlet protection is suitable; and, if suitable, the type and design of the device. The location and extent of ponding, and the extent of diversion, can usually be controlled through appropriate placement of the inlet protection device. In some cases, moving the 2 of 9 California Stormwater BMP Handbook January 2003 Construction www.cabmphandbooks.com Storm Drain Inlet Protection SE-10 inlet protection device a short distance upstream of the actual inlet can provide more efficient sediment control, limit ponding to desired areas, and prevent or control diversions. Four types of inlet protection are presented below. However, it is recognized that other effective methods and proprietary devices exist and may be selected. - Filter Fabric Fence: Appropriate for drainage basins with less than a 5% slope, sheet flows, and flows under 0.5 cfs. - Excavated Drop Inlet Sediment Trap: An excavated area around the inlet to trap sediment (SE-3). - Gravel bag barrier: Used to create a small sediment trap upstream of inlets on sloped, paved streets. Appropriate for sheet flow or when concentrated flow may exceed 0.5 cfs, and where overtopping is required to prevent flooding. - Block and Gravel Filter: Appropriate for flows greater than 0.5 cfs. Select the appropriate type of inlet protection and design as referred to or as described in this fact sheet. . Provide area around the inlet for water to pond without flooding structures and property. Grates and spaces around all inlets should be sealed to prevent seepage of sediment-laden water. . Excavate sediment sumps (where needed) 1 to 2 ft with :i side slopes around the inlet. Installation DI Protection Type i - Filter Fabric Fence - The filter fabric fence (Type i) protection is shown in the attached figure. Similar to constructing a silt fence; see BMP SE-i, Silt Fence. Do not place filter fabric underneath the inlet grate since the collected sediment may fall into the drain inlet when the fabric is removed or replaced. i. Excavate a trench approximately 6 in. wide and 6 in. deep along the line of the silt fence inlet protection device. Place 2 in. by 2 in. wooden stakes around the perimeter of the inlet a maximum of 3 ft apart and drive them at least 18 in. into the ground or 12 in. below the bottom of the trench. The stakes must be at least 48 in. Lay fabric along bottom of trench, up side of trench, and then up stakes. See SE-i, Silt Fence, for details. The maximum silt fence height around the inlet is 24 in. Staple the filter fabric (for materials and specifications, see SE-i, Silt Fence) to wooden stakes. Use heavy-duty wire staples at least i in. in length. Backfill the trench with gravel or compacted earth all the way around. DI Protection Type 2- Excavated Drop Inlet Sediment Trap -The excavated drop inlet sediment trap (Type 2) is shown in the attached figures. Install filter fabric fence in January 2003 California Stormwater BMP Handbook 3 of 9 Construction www.cabmphandbooks.com SE-10 Storm Drain Inlet Protection accordance with DI Protection Type 1. Size excavated trap to provide a minimum storage capacity calculated at the rate 67 yd3/acre of drainage area. DI Protection Type 3- Gravel bag - The gravel bag barrier (Type 3) is shown in the figures. Flow from a severe storm should not overtop the curb. In areas of high clay and silts, use filter fabric and gravel as additional filter media. Construct gravel bags in accordance with SE-6, Gravel Bag Berm. Gravel bags should be used due to their high permeability. Use sand bag made of geotextile fabric (not burlap) and fill with 0.75 in. rock or 0.25 in. pea gravel. Construct on gently sloping street. Leave room upstream of barrier for water to pond and sediment to settle. Place several layers of sand bags - overlapping the bags and packing them tightly together. Leave gap of one bag on the top row to serve as a spillway. Flow from a severe storm (e.g., 10 year storm) should not overtop the curb. DI Protection Type 4— Block and Gravel Filter - The block and gravel filter (Type 4) is shown in the figures. Block and gravel filters are suitable for curb inlets commonly used in residential, commercial, and industrial construction. Place hardware cloth or comparable wire mesh with 0.5 in. openings over the drop inlet so that the wire extends a minimum of 1 ft beyond each side of the inlet structure. If more than one strip is necessary, overlap the strips. Place filter fabric over the wire mesh. Place concrete blocks lengthwise on their sides in a single row around the perimeter of the inlet, so that the open ends face outward, not upward. The ends of adjacent blocks should abut. The height of the barrier can be varied, depending on design needs, by stacking combinations of blocks that are 4 in., 8 in., and 12 in. wide. The row of blocks should be at least 12 in. but no greater than 24 in. high. Place wire mesh over the outside vertical face (open end) of the concrete blocks to prevent stone from being washed through the blocks. Use hardware cloth or comparable wire mesh with 0.5 in. opening. 4. Pile washed stone against the wire mesh to the top of the blocks. Use 0.75 to 3 in. Costs Average annual cost for installation and maintenance (one year useful life) is $200 per inlet. Inspection and Maintenance Inspect BMPs prior to forecast rain, daily during extended rain events, after rain events, weekly during the rainy season, and at two-week intervals during the non-rainy season. 4 of 9 California Stormwater BMP Handbook January 2003 Construction www.cabmphandbooks.com Storm Drain Inlet Protection SE-10 Filter Fabric Fences, lithe fabric becomes clogged, torn, or, degrades, it should be replaced. Make sure the stakes are securely driven in the ground and are in good shape (i.e., not bent, cracked, or splintered, and are reasonably perpendicular to the ground). Replace damaged stakes. Gravel Filters, lithe gravel becomes clogged with sediment, it must be carefully removed from the inlet and either cleaned or replaced. Since cleaning gravel at a construction site may be difficult, consider using the sediment-laden stone as fill material and put fresh stone around the inlet. Inspect bags for holes, gashes, and snags, and replace bags as needed. Check gravel bags for proper arrangement and displacement. Sediment that accumulates in the BMP must be periodically removed in order to maintain BMP effectiveness. Sediment should be removed when the sediment accumulation reaches one-third of the barrier height. Sediment removed during maintenance may be incorporated into earthwork on the site ore disposed at an appropriate location. Remove storm drain inlet protection once the drainage area is stabilized. - Clean and regrade area around the inlet and clean the inside of the storm drain inlet as it must be free of sediment and debris at the time of final inspection. References Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), November 2000. Stormwater Management Manual for The Puget Sound Basin, Washington State Department of Ecology, Public Review Draft, 1991. January 2003 California Stormwater BMP Handbook 5 of 9 Construction www.cabmphandbooks.com SE-10 Storm Drain Inlet Protection It Fence per SE-01 SECTION A-A -X-X- -X Drain inlet H _ :T11 Sheet flow I Less than 1 acre x - PLAN 6" Mm overlap at ends of silt fence. ±4 Geotextile Blanket Silt Fence per SE-01 DI PROTECTION TYPE 1 NOT TO SCALE NOTES: For use in areas where grading has been completed and final soil stabilization and seeding are pending. Not applicable in paved areas. Not applicable with concentrated flows. 6 of 9 California Stormwater BMP Handbook January 2003 Construction www.cabmphandbooks.com Storm Drain Inlet Protection SE-10 Stabilize area and grade uniformly around perimeter ii 3 Mm Note: Remove sediment before reaching one—third full. / —Geotextile Blanket 1:1 slope Drain inlet Section A—A Silt fence Per SE-01 12" Mm 24" Max Concentrated flow Rock filter(use if flow is concentrated) * jA -- Sheet flaw L-------------- L- - - - - - - - - - - - - - - - - -- - J j rb/ rb/ Ha n \( \co \ \0 ik DI PROTECTION TYPE 2 NOT TO SCALE Notes For use in cleared and grubbed and in graded areas. Shape basin so that longest inflow area faces longest length of trap. For concentrated flows, shape basin in 2:1 ratio with length oriented towards direction of flow. January 2003 California Stormwater BMP Handbook 7 of 9 Construction www.cabmphandbooks.com Edge of sediment trap ---Drain inlet ii I Ceotextile X Blanket —Silt fence Per SC-01 1< gs 2—bags high gs 2—bags high SE-10 Storm Drain Inlet Protection TYPICAL PROTECTION FOR INLET ON SUMP TYPICAL PROTECTION FOR INLET ON GRADE NOTES: Intended for short—term use. Use to inhibit non—storm water flow. Allow for proper maintenance and cleanup. Bags must be removed after adjacent operation is completed Not applicable in areas with high silts and clays without filter fabric. DI PROTECTION TYPE 3 NOT TO SCALE 8 of 9 California Stormwater BMP Handbook January 2003 Construction www.cabmphandbooks.com Storm Drain Inlet Protection SE-10 -S - Curb inlet Concrete block laid-1 lengthwise on sides © perimeter of opening Hardware cloth or wire mesh "Runoff with sediment 7Overflow 1 2"— Filtered water I IJI LIVYLII I I-IV LI I wire mesh Curb inlet DI PROTECTION - TYPE 4 NOT TO SCALE January 2003 California Stormwater BMP Handbook 9 of 9 Construction www.cabmphandbooks.com Pervious Pavements Design Objectives Ef Maximize Infiltration El Provide Retention Ef Slow Runoff El Minimize Impervious Land Coverage Prohibit Dumping of Improper Materials Contain Pollutants Collect and Convey Description Pervious paving is used for light vehide loading in parking areas. The term describes a system comprising a load-bearing, durable surface together with an underlying layered structure that temporarily stores water prior to infiltration or drainage to a controlled outlet The surface can itself be porous such that water infiltrates across the entire surface of the material (e.g., grass and gravel surfaces, porous concrete and porous asphalt), or can be built up of impermeable blocks separated by spaces and joints, through which the water can drain. This latter system is termed 'permeable' paving. Advantages of pervious pavements is that they reduce runoff volume while providing treatment, and are unobtrusive resulting in a high level of acceptability. Approach Attenuation of flow is provided by the storage within the underlying structure or sub base, together with appropriate flow controls. An underlying geotextile may permit groundwater recharge, thus contributing to the restoration of the natural water cycle. Alternatively, where infiltration is inappropriate (e.g., if the groundwater vulnerability is high, or the soil type is unsuitable), the surface can be constructed above an impermeable membrane. The system offers a valuable solution for drainage of spatially constrained urban areas. Significant attenuation and improvement in water quality can be achieved by permeable pavements, whichever method is used. The surface and subsurface infrastructure can remove both the soluble and fine particulate pollutants that occur within urban runoff. Roof water can be piped into the storage area directly, adding areas from which the flow can be attenuated. Also, within lined systems, there is the opportunity for stored runoff to be piped out for reuse. Suitable Applications Residential, commercial and industrial applications are possible. The use of permeable pavement may be restricted in cold regions, and regions or regions with high wind erosion. There are some specific disadvantages associated with permeable pavement, which are as follows: )anuary 2003 California Stormwater EMP Handbook 1 of 10 New Development and Redevelopment www.cabmphandbooks.com SD-20 Pervious Pavements Permeable pavement can become clogged if improperly installed or maintained. However, this is countered by the ease with which small areas of paving can be cleaned or replaced when blocked or damaged. Their application should be limited to highways with low traffic volumes, axle loads and speeds (less than 30 mph limit), car parking areas and other lightly trafficked or non- trafficked areas. Permeable surfaces are currently not considered suitable for adoptable roads due to the risks associated with failure on high speed roads, the safety implications of ponding and disruption arising from reconstruction. When using un-lined, infiltration systems, there is some risk of contaminating groundwater, depending on soil conditions and aquifer susceptibility. However, this risk is likely to be small because the areas drained tend to have inherently low pollutant loadings. . The use of permeable pavement is restricted to gentle slopes. Porous block paving has a higher risk of abrasion and damage than solid blocks. Design Considerations Designing New Installations If the grades, subsoils, drainage characteristics, and groundwater conditions are suitable, permeable paving may be substituted for conventional pavement on parking areas, cul de sacs and other areas with light traffic. Slopes should be flat or very gentle. Scottish experience has shown that permeable paving systems can be installed in a wide range of ground conditions, and the flow attenuation performance is excellent even when the systems are lined. The suitability of a pervious system at a particular pavement site will, however, depend on the loading criteria required of the pavement Where the system is to be used for infiltrating drainage waters into the ground, the vulnerability of local groundwater sources to pollution from the site should be low, and the seasonal high water table should be at least 4 feet below the surface. Ideally, the pervious surface should be horizontal in order to intercept local rainfall at source. On sloping sites, pervious surfaces may be terraced to accommodate differences in levels. Design Guidelines The design of each layer of the pavement must be determined by the likely traffic loadings and their required operational life. To provide satisfactory performance, the following criteria should be considered: The subgrade should be able to sustain traffic loading without excessive deformation. The granular capping and sub-base layers should give sufficient load-bearing to provide an adequate construction platform and base for the overlying pavement layers. The pavement materials should not crack of suffer excessive rutting under the influence of traffic. This is controlled by the horizontal tensile stress at the base of these layers. 2 of 10 CaUfornia Stormwater 8MP Handbook January 2003 New Development and Redevelopment www.cabmphancbooks.com Pervious Pavements There is no current structural design method specifically for pervious pavements. Allowances should be considered the following factors in the design and specification of materials: Pervious pavements use materials with high permeability and void space. All the current UK pavement design methods are based on the use of conventional materials that are dense and relatively impermeable. The stiffness of the materials must therefore be assessed. Water is present within the construction and can soften and weaken materials, and this must be allowed for. Existing design methods assume full friction between layers. Any geotextiles or geo membranes must be carefully specified to minimize loss of friction between layers. Porous asphalt loses adhesion and becomes brittle as air passes through the voids. Its durability is therefore lower than conventional materials. The single sized grading of materials used means that care should be taken to ensure that loss of finer particles between unbound layers does not occur. Positioning a geotextile near the surface of the pervious construction should enable pollutants to be trapped and retained close to the surface of the construction. This has both advantages and disadvantages. The main disadvantage is that the filtering of sediments and their associated pollutants at this level may hamper percolation of waters and can eventually lead to surface ponding. One advantage is that even if eventual maintenance is required to reinstate infiltration, only a limited amount of the construction needs to be disturbed, since the sub-base below the geotextile is protected. In addition, the pollutant concentration at a high level in the structure allows for its release overtime. It is slowly transported in the stormwater to lower levels where chemical and biological processes may be operating to retain or degrade pollutants. The design should ensure that sufficient void space exists for the storage of sediments to limit the period between remedial works. Pervious pavements require a single size grading to give open voids. The choice of materials is therefore a compromise between stiffness, permeability and storage capacity. Because the sub-base and capping will be in contact with water for a large part of the time, the strength and durability of the aggregate particles when saturated and subjected to wetting and drying should be assessed. A uniformly graded single size material cannot be compacted and is liable to move when construction traffic passes over it. This effect can be reduced by the use of angular crushed rock material with a high surface friction. In pollution control terms, these layers represent the site of long term chemical and biological pollutant retention and degradation processes. The construction materials should be selected, in addition to their structural strength properties, for their ability to sustain such processes. In general, this means that materials should create neutral or slightly alkaline conditions and they should provide favorable sites for colonization by microbial populations. January 2003 California Stormwater BMP Hanctook 3 of 10 New Development and Redevelopment wwwcabmphandbooks. ecm SD-20 Pervious Pavements Construction/Inspection Considerations Permeable surfaces can be laid without cross-falls or longitudinal gradients. • The blocks should be lain level They should not be used for storage of site materials, unless the surface is well protected from deposition of silt and other spillages. The pavement should be constructed in a single operation, as one of the last items to be built, on a development site. Landscape development should be completed before pavement construction to avoid contamination by silt or soil from this source. Surfaces draining to the pavement should be stabilized before construction of the pavement. Inappropriate construction equipment should be kept away from the pavement to prevent damage to the surface, sub-base or sub-grade. Maintenance Requirements The maintenance requirements of a pervious surface should be reviewed at the time of design and should be dearly specified. Maintenance is required to prevent clogging of the pervious surface. The factors to be considered when defining maintenance requirements must include: Type of use Ownership Level of trafficking The local environment and any contributing catchments Studies in the UK have shown satisfactory operation of porous pavement systems without maintenance for over 10 years and recent work by I mbe et al. at 9th ICUD, Portland, 2002 describes systems operating for over 20 years without maintenance. However, performance under such regimes could not be guaranteed, Table 1 shows typical recommended maintenance regimes: 4 of 10 CalifornIa Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbool<s.com Pervious Pavements SD-20 Table 1 Typical Recommended Maintenance Regimes Activity Schedule Minimize use of salt or grit for de-icing a Keep landscaped areas well maintained Ongoing Prevent soil being washed onto pavement a Vacuum clean surface using commercially available sweeping machines at the following times: - End of winter (April) 2/3 x per year - Mid-summer (July/ August) - After Autumn leaf-fall (November) Inspect outlets Annual If routine cleaning does not restore infiltration rates, then reconstruction of part of the whole of a pervious surface may be required. The surface area affected by hydraulic failure should be lifted for inspection of the internal materials to identifrthe location and As needed (infrequent) extent of the blockage. MaXiMUM 15-20 years i Surface materials should be lifted and replaced after brush cleaning. Geotextiles may need complete replacement a Sub-surface layers may need cleaning and replacing. Removed silts may need to be disposed of as controlled waste. Permeable pavements are up to 25 % cheaper (or at least no more expensive than the traditional forms of pavement construction), when all construction and drainage costs are taken into account. (Accepting that the porous asphalt itself is a more expensive surfacing, the extra cost of which is offset by the savings in underground pipework etc.) (Niemczynowicz, etal., 1987) Table 1 gives US cost estimates for capital and maintenance costs of porous pavements (Landphair et al., 2000) Redeveloping Existing Installations Various jurisdictional stormwater management and mitigation plans (SUSMP, WQMP, etc.) define "redevelopment" in terms of amounts of additional impervious area, increases in gross floor area and/or exterior construction, and land disturbing activities with structural or impervious surfaces. The definition of" redevelopment" must be consulted to determine whether or not the requirements for new development apply to areas intended for redevelopment. If the definition applies, the steps outlined under "designing new installations" above should be followed. January 2003 California Stormwater EMP Hanchook 5 of 10 New Development and Redevelopment www.cthmphandbooks.com SD-20 Pervious Pavements Additional Information Cost Considerations Permeable pavements are up to 25 % cheaper (or at least no more expensive than the traditional forms of pavement construction), when all construction and drainage costs are taken into account. (Accepting that the porous asphalt itself is a more expensive surfacing, the extra cost of which is offset by the savings in underground pipework etc.) (Niemczynowicz, et al., 1987) Table 2 gives US cost estimates for capital and maintenance costs of porous pavements (Landphair et al., 2000) 6 of 10 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphancbooks.com Pervious Pavements SD-20 Table 2 Engineer's Estimate for Porous Pavement Porous Pavement items Uui&s Price ('vcle/ ear QienLi AcreWS Quint.] AcrcW Told Quest"' Acre WS Quani. 4 AcreWS 'lulil Acre Qiuini. s WS 11,0111111 GadLng SY 5200 604 51,208 1200 $2,418 1812 53.624 2419 54.838 3020 56.040 Paving SY $18.00 212 54,028 424 58.056 636 512.084 846 $16,112 1060 520.140 IlExcawatm CV $380 201 $72.4 403 $1,451 604 YTiT 06 $202 1008 '31" Filter F $y 700 5800 1401) 5U10 2000 52,30(1 2800 $3,220 3600 $4140 Steno Fill CY $16.00 201 $3,216 403 $6,448 604 $9,664 806 $12,896 1008 $16,128 Sand CV 57.30 100 $700 200 $1,403 300 $2,101) 400 $2.800 500 $3.500 t Well EA 5300.00 2 $600 3 5500 4 51,200 7 52.100 7 52.100 dkig rTcc;:ftl LF 50.05 644 $32 1288 564 1932 507 2576 5429 3220 5161 k Daa CV 535.00 0 50 0 SI) C) $0 0 SO 0 SO Conab*log, Cot $10405 $10929 $2M19 $40,159 $0,789 Construction Gnst5 &n'iadlzed or 20 Years $595 $606 51,49 t $2008 $2,400 Annual Maintenance Expense Items 1]nüs Cycle.! Ver Q.aifl. I Acre WS Tall Quint. I AcrcW Told Acre W% Tom ' Acre WS Toual AcreWS Toisi 'Swoipini AC $25&00 6 1 51,500 2 $3,000 3 14,500 4 $6.000 5 $7,500 Nashio AC 5250.00 6 1 $1,500 2 53,000 3 $4,500 4 $6,000 5 57,500 In Lim I8'I $20.00 5 5 $100 5 5100 5 $100 5 5100 5 5100 Doop Clean AC 5450.00 35 1 $220 2 $450 3 5675 3.9 5818 5 $1,125 'iø rotal Annual MaMtanan66 1 $3,980 17.702 $11,651 $15M3 I _ $196370 January 2003 California Stormwater BMP Handbook 7 of 10 New Development and Redevelopment www.cabmphandbooks.com SD-20 Pervious Pavements Other Resources Abbott C.L. and Comino-Mateos L. 2001. In sthi performance monitoring of an infiltration drainage system andfield testing of current design procedures. Journal CIWEM, 15(3), PP- 198-202. Construction Industry Research and Information Association (CIRIA). 2002. Source Control using Constructed Pervious Surfaces C582, London, SWiP 3AU. Construction Industry Research and Information Association (CIRIA). 2000. Sustainable urban drainage systems - design manualfor Scotland and Northern Ireland Report C521, London, SWiP 3AU. Construction Industry Research and Information Association (CIRIA). 2000 C522 Sustainable urban drainage systems - design manual for England and Wales, London, SWiP 3AU. Construction Industry Research and Information Association (CIRIA). RP448 Manual ofgood practice for the design, construction and maintenance of infiltration drainage systemsfor stormwater runoff control and disposal, London, SWiP 3AU. Dierkes C., Kuhlmann L., Kandasaniy J. & Angelis G. Pollution Retention Capability and Maintenance of Permeable Pavements. Proc 9th International Conference on Urban Drainage, Portland Oregon, September 2002. Hart P (2002) Permeable Paving as a Stormwater Source Control System. Paper presented at Scottish Hydraulics Study Group 141h Annual seminar, SUDS. 22 March 2002, Glasgow. Kobayashi M., 1999. Stormwater runoff control in Nagoya City. Proc. 8 th mt. Conf. on Urban Storm Drainage, Sydney, Australia, pp.825-833. Landphair, H., McFalls, J., Thompson, D., 2000, Design Methods, Selection, and Cost Effectiveness of Stormwater Quality Structures, Texas Transportation Institute Research Report 1837-1, College Station, Texas. Legit M, Colandini V, Effects of a porous pavement with reservior strucutre on runoff water:water quality and the fate of heavy metals. Laboratoire Central Des Ponts et Chaussesss Macdonald K. & Jeffeiies C. Performance Comparison of Porous Paved and Traditional Car Parks. Proc First National Conference on Sustainable Drainage Systems, Coventry June 2001. Niemczynowicz J, Hogland W, 1987: Test of porous pavements performed in Lund, Sweden, in Topics in Drainage Hydraulics and Hydrology. BC. Yen (Ed.), pub. mt. Assoc. For Hydraulic Research, pp 19-80. Pratt C.J. SUSTAINABLE URBAN DRAINAGE - AReview of published material on the performance of various SUDS devices prepared for the UK Environment Agency. Coventry University, UK December 2001. Pratt C.J., 1995. Infiltration drainage - case studies of UK practice. Project Report 8 of 10 California Stormwater BMP Handbook 3aua-y 2003 New Development: and Redevelopment www cabrnphancbooks. corn Pervious Pavements SD-20 22,COnstfllctiofl Industry Research and Information Association, London, SWiP 3AU; also known as National Rivers Authority R & D Note 485 Pratt. C. J., 1990. Permeable Pavements for Stormwater Quality Enhancement. In: Urban Stormwater Quality Enhancement - Source Control, retrofitting and combined sewer technology, Ed. H.C. Torno, ASCE, ISBN 087262 7594, PP. 131-155 Raimbault G., 1997 French Developments in Reservoir Structures Sustainable water resources I the 21st century. Malmo Sweden Schlüter W. & Jefferies C. Monitoring the outflow from a Porous Car Park Proc First National Conference on Sustainable Drainage Systems, Coventry June 2001. Wild, T.C., Jefferies, C., and D'Arcy, B.J. SUDS in Scotland - the Scottish SUDS database Report No SR(02)09 Scotland and Northern Ireland Forum for Environmental Research, Edinburgh. In preparation August 2002. January 2003 Chfornia Stormwater BMP Hantook 9 of 10 New Development and Redevelopment www.cabmphandbooks.com SD-20 Pervious Pavements rth-ha art* £ ' -- furter IpaiiniaMe dl5pur.al Maribrw%e or iaUe (a) Pervious pay.uneflt used for attenuation •;•--• — (Ja,rIuw VI Per.rwar'Ie C-eolaIIe ' V V nll1taI (b) Pervious pavasvi.iiI used for infiltration Schematics of a Pervious Pavement System 10 of 10 Calilbrnia Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbook-s.com Targeted Constituents L?I Sediment A El Nutrients El Trash El Metals A El Bacteria 0. I Ol and Grease £ 11 Organics A Legend (Removal Effectivenes) I Low U High A Medium VegetatedSwale 1III! c'.....:.b - Tributary Area Area Required Slope Water Availability Description Vegetated swales are open, shallow channels with vegetation covering the side slopes and bottom that collect and slowly convey runoff flow to downstream discharge points. They are designed to treat runoff through filtering by the vegetation in the channel, filtering through a subsoil matrix, and/or infiltration into the underlying soils. Swales can be natural or manmade. They trap particulate pollutants (suspended solids and trace metals), promote infiltration, and reduce the flow velocity of stormwater runoff. Vegetated swales can serve as part of a stormwater drainage system and can replace curbs, gutters and storm sewer systems. California Experience Caltrans constructed and monitored six vegetated swales in southern California. These swales were generally effective in reducing the volume and mass of pollutants in runoff. Even in the areas where the annual rainfall was only about io inches/yr, the vegetation did not require additional irrigation. One factor that strongly affected performance was the presence of large numbers of gophers at most of the sites. The gophers created earthen mounds, destroyed vegetation, and generally reduced the effectiveness of the controls for TSS reduction. Advantages If properly designed, vegetated, and operated, swales can serve as an aesthetic, potentially inexpensive urban development or roadway drainage conveyance measure with significant collateral water quality benefits. January 2003 CalifornIa Stormwater BMP Handbook 1 of 13 New Development and Redevelopment www.cabmphandbooks.com TC-30 Vegetated Swale Roadside ditches should be regarded as significant potential swale/buffer strip sites and should be utilized for this purpose whenever possible. Limitations Can be difficult to avoid channelization. May not be appropriate for industrial sites or locations where spills may occur Grassed swales cannot treat a very large drainage area. Large areas may be divided and treated using multiple swales. A thick vegetative cover is needed for these practices to function properly. They are impractical in areas with steep topography. They are not effective and may even erode when flow velocities are high, if the grass cover is not properly maintained. In some places, their use is restricted by law: many local municipalities require curb and gutter systems in residential areas. Swales are mores susceptible to failure if not properly maintained than other treatment BMPs. Design and Sizing Guidelines Flow rate based design determined by local requirements or sized so that 859/6 of the annual runoff volume is discharged at less than the design rainfall intensity. Swale should be designed so that the water level does not exceed 2/3rds the height of the grass or 4 inches, which ever is less, at the design treatment rate. Longitudinal slopes should not exceed 2.5% Trapezoidal channels are normally recommended but other configurations, such as parabolic, can also provide substantial water quality improvement and may be easier to mow than designs with sharp breaks in slope. Swales constructed in cut are preferred, or in fill areas that are far enough from an adjacent slope to minimize the potential for gopher damage. Do not use side slopes constructed of fill, which are prone to structural damage by gophers and other burrowing animals. A diverse selection of low growing, plants that thrive under the specific site, climatic, and watering conditions should be specified. Vegetation whose growing season corresponds to the wet season are preferred. Drought tolerant vegetation should be considered especially for swales that are not part of a regularly irrigated landscaped area. The width of the swale should be determined using Manning's Equation using a value of 0.25 for Maiming's n. 2 of 13 California Stmwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphancbooks.com Vegetated Swale TC-30 Construction/Inspection Considerations Include directions in the specifications for use of appropriate fertilizer and soil amendments based on soil properties determined through testing and compared to the needs of the vegetation requirements. Install swales at the time of the year when there is a reasonable chance of successful establishment without irrigation; however, it is recognized that rainfall in a given year may not be sufficient and temporary irrigation may be used. a If sod tiles must be used, they should be placed so that there are no gaps between the tiles; stagger the ends of the tiles to prevent the formation of channels along the swale or strip. Use a roller on the sod to ensure that no air pockets form between the sod and the soil. Where seeds are used, erosion controls will be necessary to protect seeds for at least 75 days after the first rainfall of the season. Performance The literature suggests that vegetated swales represent a practical and potentially effective technique for controlling urban runoff quality. While limited quantitative performance data exists for vegetated swales, it is known that check dams, slight slopes, permeable soils, dense grass cover, increased contact time, and small storm events all contribute to successful pollutant removal by the swale system. Factors decreasing the effectiveness of swales include compacted soils, short runoff contact time, large storm events, frozen ground, short grass heights, steep slopes, and high runoff velocities and discharge rates. Conventional vegetated swale designs have achieved mixed results in removing particulate pollutants. A study performed by the Nationwide Urban Runoff Program (NURP) monitored three grass swales in the Washington, D.C., area and found no significant improvement in urban runoff quality for the pollutants analyzed. However, the weak performance of these swales was attributed to the high flow velocities in the swales, soil compaction, steep slopes, and short grass height. Another project in Durham, NC, monitored the performance of a carefully designed artificial swale that received runoff from a commercial parking lot. The project tracked 11 storms and concluded that particulate concentrations of heavy metals (Cu, Pb, Zn, and Cd) were reduced by approximately 5o percent However, the swale proved largely ineffective for removing soluble nutrients. The effectiveness of vegetated swales can be enhanced by adding check dams at approximately 17 meter (50 foot) increments along their length (See Figure i). These dams maximize the retention time within the swale, decrease flow velocities, and promote particulate settling. Finally, the incorporation of vegetated filter strips parallel to the top of the channel banks can help to treat sheet flows entering the swale. Only 9 studies have been conducted on all grassed channels designed for water quality (Table 1). The data suggest relatively high removal rates for some pollutants, but negative removals for some bacteria, and fair performance for phosphorus. )&uary 2003 California Stormwater BtV1P Handbook 3 of 13 New Development and Redevelopment www.cabmphandbooks.com TC-30 Vegetated Swale Table 1 Grassed swale pollutant removal efficiency data Removal Efficiencies (% Removal) Study TSS TP TN N0.3 Metals Bacteria Type Caltrans2002 77 8 67 66 83-90 -33 dryswales Goldberg 1993 67.8 4.5 - 31.4 42-62 -100 grassed channel Seattle Metro and Washington Department of Ecology 1992 6o 45 - -25 2-16 -25 grassed channel Seattle Metro and Washington 83 29 Department of Ecology, 1992 - -25 46-73 -25 grassed channel Wang et al., 1981 80 - - - 70-80 - dry swale Dorman et al., 1989 98 18 - 45 37-81 - dry swale Harper, 1988 87 83 84 80 88-90 - dry swale ercher et al., 1983 99 99 99 99 99 - dry swale Harper, 1988. 81 17 40 52 37-69 - wet swale coon, 1995 67 39 - 9 -35 to 6 - wet swale While it is difficult to distinguish between different designs based on the small amount of available data, grassed channels generally have poorer removal rates than wet and dry swales, although some swales appear to export soluble phosphorus (Harper, 1988; Koon, 1995). It is not clear why swales export bacteria. One explanation is that bacteria thrive in the warm swale soils. Siting Criteria The suitability of a swale at a site will depend on land use, size of the area serviced, soil type, slope, imperviousness of the contributing watershed, and dimensions and slope of the swale system (Schueler et al., 1992). In general, swales can be used to serve areas of less than io acres, with slopes no greater than 5 %. Use of natural topographic lows is encouraged and natural drainage courses should be regarded as significant local resources to be kept in use (Young et al., 1996). Selection Criteria (NCTCOG, 1993) Comparable performance to wet basins . Limited to treating a few acres Availability of water during dry periods to maintain vegetation a Sufficient available land area Research in the Austin area indicates that vegetated controls are effective at removing pollutants even when dormant Therefore, irrigation is not required to maintain growth during dry periods, but may be necessary only to prevent the vegetation from dying. 4 of 13 California Stcrmwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphancbooks.com Vegetated Swale TC-30 The topography of the site should permit the design of a channel with appropriate slope and cmss-sectional area. Site topography may also dictate a need for additional structural controls. Recommendations for longitudinal slopes range between 2 and 6 percent. Flatter slopes can be used, if sufficient to provide adequate conveyance. Steep slopes increase flow velocity, decrease detention time, and may require energy dissipating and grade check Steep slopes also can be managed using a series of check dams to terrace the swale and reduce the slope to within acceptable limits. The use of check dams with swales also promotes infiltration. Additional Design Guidelines Most of the design guidelines adopted for swale design specify a minimum hydraulic residence time of 9 minutes. This criterion is based on the results of a single study conducted in Seattle, Washington (Seattle Metro and Washington Department of Ecology; 1992), and is not well supported. Analysis of the data collected in that study indicates that pollutant removal at a residence time of 5 minutes was not significantly different although there is more variability in that data. Therefore additional research in the design criteria for swales is needed. Substantial pollutant removal has also been observed for vegetated controls designed solely for conveyance (Barrett et al, 1998); consequently, some flexibility in the design is warranted. Many design guidelines recommend that grass be frequently mowed to maintain dense coverage near the ground surface. Recent research (Colwell et al., 2000) has shown mowing frequency or grass height has little or no effect on pollutant removal. Summary ofDesign Recommendations The swale should have a length that provides a minimum hydraulic residence time of at least 10 minutes. The maximum bottom width should not exceed 10 feet unless a dividing berm is provided. The depth of flow should not exceed 2/3rd5 the height of the grass at the peak of the water quality design storm intensity. The channel slope should not exceed 2.5%. A design grass height of 6 inches is recommended. Regardless of the recommended detention time, the swale should be not less than 100 feet in length. The width of the swale should be determined using Mannings Equation, at the peak of the design storm, using a Manthngs n of 0.25. The swale can be sized as both a treatment facility for the design storm and as a conveyance system to pass the peak hydraulic flows of the loo-year storm if it is located "on-line.' The side slopes should be no steeper than 3:1 (H:V). Roadside ditches should be regarded as significant potential swale/buffer strip sites and should be utilized for this purpose whenever possible. If flow is to be introduced through curb cuts place pavement slightly above the elevation of the vegetated areas. Curb cuts should be at least 12 inches wide to prevent dogging. Swales must be vegetated in order to provide adequate treatment of runoff. It is important to maximize water contact with vegetation and the soil surface. For general purposes, select fine, close-growing water-resistant grasses. If possible, divert runoff (other than necessary irrigation) during the period of vegetation January 2003 California Stormwater BMP Hanthook 5 of 13 New Development and Redevelopment www.cabmphandbooks.com TC-30 Vegetated Swale establishment. Where runoff diversion is not possible, cover graded and seeded areas with suitable erosion control materials. Maintenance The useful life of a vegetated swale system is directly proportional to its maintenance frequency. If properly designed and regularly maintained, vegetated swales can last indefinitely. The maintenance objectives for vegetated swale systems include keeping up the hydraulic and removal efficiency of the channel and maintaining a dense, healthy grass cover. Maintenance activities should include periodic mowing (with grass never cut shorter than the design flow depth), weed control, watering during drought conditions, reseeding of bare areas, and clearing of debris and blockages. Cuttings should be removed from the channel and disposed in a local composling facility. Accumulated sediment should also be removed manually to avoid concentrated flows in the swale. The application of fertilizers and pesticides should be minimal. Another aspect of a good maintenance plan is repairing damaged areas within a channel. For example, if the channel develops ruts or holes, it should be repaired utilizing a suitable soil that is properly tamped and seeded. The grass cover should be thick; if it is not, reseed as necessary. Any standing water removed during the maintenance operation must be disposed to a sanitary sewer at an approved discharge location. Residuals (e.g., silt, grass cuttings) must be disposed in accordance with local or State requirements. Maintenance of grassed swales mostly involves maintenance of the grass or wetland plant cover. Typical maintenance activities are summarized below: Inspect swales at least twice annually for erosion, damage to vegetation, and sediment and debris accumulation preferably at the end of the wet season to schedule summer maintenance and before maj or fall runoff to be sure the swale is ready for winter. However, additional inspection after periods of heavy runoff is desirable. The swale should be checked for debris and litter, and areas of sediment accumulation. Grass height and mowing frequency may not have a large impact on pollutant removal. Consequently, mowing may only be necessary once or twice a year for safety or aesthetics or to suppress weeds and woody vegetation. Trash tends to accumulate in swale areas, particularly along highways. The need for litter removal is determined through periodic inspection, but litter should always be removed prior to mowing. Sediment accumulating near culverts and in channels should be removed when it builds up to 75 mm (3 in.) at any spot, or covers vegetation. Regularly inspect swales for pools of standing water. Swales can become a nuisance due to mosquito breeding in standing water if obstructions develop (e.g. debris accumulation, invasive vegetation) and/or if proper drainage slopes are not implemented and maintained. 6 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphancbooks.com Vegetated Swale TC-30 Cost Construction Cost Uttle data is available to estimate the difference in cost between various swale designs. One study (SWRPC 1991) estimated the construction cost of grassed channels at approximately $0.25 per ft2• This price does not include design costs or contingencies. Brown and Sehueler (1997) estimate these costs at approximately 32 percent of construction costs for most stormwater management practices. For swales, however, these costs would probably be significantly higher since the construction costs are so low compared with other practices. A more realistic estimate would be a total cost of approximately $o.5o per ft2, which compares favorably with other stormwater management practices. January 2003 California Stormwater BMP Handbook 7 of 13 New Development and Redevelopment www.cabmphandbooks.com TC-30 Vegetated Swale Table 2 Swale Cost Estimate (SEWRPC, 1991) Unit Cost Total Cost Low Moderate High Low Moderate High Component Unit Extent Mobilization I Swale I $107 $274 $441 $107 $274 $441 flomoblliiation-Light Site Preparation CIaIng Acre 0.5 $2,200 $3,800 $5,400 $1,100 $1,000 $2,700 Gnibbit? Gierwral Acre 0.25 $3,800 $5200 $5900 $950 $1,300 $1,650 Eavalion Yd3 372 *2.10 $3.70 $5.30 $781 *1.376 $1,972 Laval and TIP . Yd2 1,210 $020 $0.35 $0.50 $242 $424 $605 Sites Development Salvaged Topsail Saad, and MulcW 'I'd2 1,210 $0.40 $1.00 $1.60 $484 $1,210 $1,036 5ad9 YCJ' 1,210 $1.20 $2.40 $3.60 $1452 *2.904 *4,356 Subtotal -- - - - -. *5.116 *9.368 *13.680 Contingencies Swale 1 1 25% 25% 26% *1.270 *2,347 *3.415 Total -. - -- - -- $6305 $11.735 $17,075 Source: (SEWRPC, 1001) Mote: Mobilizalionklemobilication raters to the organization and planning involved in astabtahing a vegetative wale. Swale has o bottom width of 1.0 foot, atop wlclh of 10 feet with 1:3 side slopes. and a 1,000-foot length- Area cleared = (top width + 10 feet) x swale length. Area grubbed = (top width x sle length). Volume excavated = (0.67 x top width x swale depth) x swale length (parabolic cross-section). Area tilled = (top width i 64swa1e deo1h2) x swale length (parabolic cross-section). 3(top width) Area seeded z area cleared x 0.5. Area sodded = area cleared x 0.5. 8 of 13 California Stormwater BMP Handbook 3&iu&y 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC-30 Table 3 Estimated Maintenance Costs (SEWRPC. 1991) Swale Size (Depth and Top Width) Component Unit Cost t$ Foot Depth, One. 3-Foot Depth, 3-Foot Comment Foot Bottom WLdth, Bottom Width, 21-Foot 10-Foot Top Width Top Width Lawn Mowing $0.85 11.000 fel mo4r[g $0.14 /Iinmrtoot $0211 finear foot Lawn maintenance area-(top width + 10 l'cet)x length. Mow eight times paryear General Lawn Care $9.00 /1,000 1II year $0.16 /Iinrfoot $0.28 /knear feat Lawn maintenance arse = (tap widlh+ lO too) xlength swole Debesend Litter $0.10 /iineer foot /year $0.10 / linoortoot $0.10 /hnaar foot - Removal Grass Reseeding with $030/ yd2 $0.01 1 linearfoot $0.01 I linear foot Area rrnogotated equals 1% Mulch and Feitilizar of lawn maintenance area per year Program AdmInistratIon and $0.15! linear fad / year, $0.15 llineartoot $0.15 i linear foot Inspectfour times per year Swab Inspection plus $251 inspacIl on Total -. $Q.56/lhnearfoot $0..75/ fin oar foot - January 2003 California Stormwater BMP Handbook 9 of 13 New Development and Redevelopment www.cabmphandbooks.com TC-30 Vegetated Swale Maintenance Cost Caltrans (2002) estimated the expected annual maintenance cost for a swale with a tributary area of approximately 2 ha at approximately $2,700. Since almost all maintenance consists of mowing, the cost is fundamentally a function of the mowing frequency. Unit costs developed by SEWRPC are shown in Table 3. In many cases vegetated channels would be used to convey runoff and would require periodic mowing as well, so there may be little additional cost for the water quality component. Since essentially all the activities are related to vegetation management, no special training is required for maintenance personnel. References and Sources of Additional Information Barrett, Michael E., Walsh, Patrick M., Malina, Joseph F., Jr., Charbeneau, Randall J, 1998, "Performance of vegetative controls for treating highway runoff," ASCE Journal of Environmental Engineering, Vol. 124, No. ii, pp. 1121-1128. Brown, W., andT. Schueler. 1997. The Economics of Stormwater BMPs in the Mid-Atlantic Region. Prepared for the Chesapeake Research Consortium, Edgewater, MD, by the Center for Watershed Protection, Ellicott City, MD. Center for Watershed Protection (CWP). 1996. Design of Stormwater Filtering Systems. Prepared for the Chesapeake Research Consortium, Solomons, MD, and USEPA Region V, Chicago, IL, by the Center for Watershed Protection, Ellicott City, MD. Colwell, Shanti R., Homer, Richard R., and Booth, Derek B., 2000. Characterization of Performance Predictors and Evaluation of Mowing Practices in Biofiltration Swales. Report to King County Land And Water Resources Division and others by Center for Urban Water Resources Management, Department of Civil and Environmental Engineering, University of Washington, Seattle, WA Dorman, M.E., J. Hartigan, R.F. Steg, and T. Quasebarth. 1989. Retention, Detention and OverlandFlow for Pollutant Removal From Highway Stormwater Runoff. Vol. 1. FHWA/RD 89/202. Federal Highway Administration, Washington, DC. Goldberg. 1993. Dayton Avenue Swale Biofiltration Study. Seattle Engineering Department, Seattle, WA. Harper, H. 1988. Effects of Stormwater Management Systems on Groundwater Quality. Prepared for Florida Department of Environmental Regulation, Tallahassee, FL, by Environmental Research and Design, Inc., Orlando, FL. Kercher, W.C., J.C. Landon, and R. Massareffi. 1983. Grassy swales prove cost-effective for water pollution control. Public Works, 16: 53-55. Koon, J. 1995. Evaluation of Water Quality Ponds and Swales in the Issaquah/East Lake Sammamish Basins. King County Surface Water Management, Seattle, WA, and Washington Department of Ecology, Olympia, WA. Metzger, M. E., D. F. Messer, C. L. Beitia, C. M. Myers, and V. L. Kramer. 2002. The Dark Side Of Stormwater Runoff Management Disease Vectors Associated With Structural BMPs. Stormwater 3(2): 24-39.Oakland, P.H. 1983. An evaluation of stormwater pollutant removal 10 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphancbooks.com Vegetated Swale TC-30 through grassed swale treatment In Proceedings of the International Symposium of Urban Hydrology, Hydraulics and Sediment Control, Lexington, KY pp. 173-182. Occoquan Watershed Monitoring Laboratory. 1983. Final Report Metropolitan Washington Urban Runoff Project. Prepared for the Metropolitan Washington Council of Governments, Washington, DC, by the Occoquan Watershed Monitoring Laboratory, Manassas, VA Pitt, R., and J. McLean. 1986. Toronto Area Watershed Management Strategy Study: Humber River Pilot Watershed Project. Ontario Ministry of Environment, Toronto, ON. Schueler, T. 1997. Comparative Pollutant Removal Capability of Urban BMPs: A reanalysis. Watershed Protection Techniques 2(2):379-383. Seattle Metro and Washington Department of Ecology. 1992. Biofiltration Swale Performance: Recommendations and Design Considerations. Publication No. 657. Water Pollution Control Department, Seattle, WA. Southeastern Wisconsin Regional Planning Commission (SWRPC). 1991. Costs of Urban Nonpoint Source Water Pollution Control Measures. Technical report no. 31. Southeastern Wisconsin Regional Planning Commission, Waukesha, WI. U.S. EPA, 1999, Stormwater Fact Sheet Vegetated Swales, Report # 832-F-99-006 http://www.epa.gov/owm/mtb/vegswale.pdf, Office of Water, Washington DC. Wang, T., D. Spyridakis, B. Mar, and R. Homer. 1981. Transport, Deposition and Control of Heavy Metals in Highway Runoff. FHWA-WA-RD-39-10. University of Washington, Department of Civil Engineering, Seattle, WA Washington State Department of Transportation, 1995, Highway Runoff Manual, Washington State Department of Transportation, Olympia, Washington. Welborn, C., and J. Veenhuis. 1987. Effects ofRunoff Controls on the Quantity and Quality of Urban Runoffin Two Locations in Austin, 7X USGS Water Resources Investigations Report No. 87-4004. U.S. Geological Survey, Reston, VA Yousef, Y., M. Wanielista, H. Harper, D. Pearce, and R. Tolbert 1985. Best Management Practices: Removal ofHighway Contaminants By Roadside Swales. University of Central Florida and Florida Department of Transportation, Orlando, FL. Yu, S., S. Barnes, and V. Gerde. 1993. Testing of Best Management Practices for Controlling Highway Runoff. FHWA/VA-93-R16. Virginia Transportation Research Council, Charlottesville, VA Information Resources Maryland Department of the Environment (MDE). 2000. Maryland Stormwater Design Manual. www.mde.state.md.us/enviromnent/wma/stormwatermanual. Accessed May 22, 2001. Reeves, E. 1994. Performance and Condition of Biofilteis in the Pacific Northwest Watershed Protection Techniques 1(3):U7—U9- January 2003 California Stormwater EMP Hancbook 11 of 13 New Development and Redevelopment www.cabmphandbooks.com TC-30 Vegetated Swale Seattle Metro and Washington Department of Ecology. 1992. Bioflltration Swale Performance. Recommendations and Design Considerations. Publication No. 657. Seattle Metro and Washington Department of Ecology, Olympia, WA USEPA 1993. Guidance Specifying Management Measures for Sources ofNonpoint Pollution in Coastal Waters. EPA-84o-B-92-002. U.S. Environmental Protection Agency, Office of Water. Washington, DC. Watershed Management Institute (WMI). 1997. Operation, Maintenance, and Management of Stormwater Management Systems. Prepared for U.S. Environmental Protection Agency, Office of Water. Washington, DC, by the Watershed Management Institute, Ingleside, MD. 12 of 13 California Stormwatet- BMP Handbook January 2003 New Development and Redevelopment www.cabmphancbooks.com Vegetated Swale TC-30 --.- ........ IW%tdo for cvuur f&Ip (roi; vcItpn uswi,k nighckk Join. I.tgo..i1i 10. Notation: L = Longlh of so..Io lmpcienlinent area p0rchek olam fftf Q I)iuuoomi.ind 'i kn iiIe ole IeIpuuiWmvnI arc*. fleiAh of check dam (ft) S5 M Oofl.3m sipo of Swal. tftfi) W = Top width ofeheck daooft) = Bottom width oIchcckdam (fl) Ratio of horizontal to vortical change in smalo, side slop. Iftifl) January 2003 California Stormwater BMP Han±ook 13 of 13 New Development and Redevelopment www.cabmphandbooks.com Standard Urban Storm Water Mitigation Program (SUSMP) Water Quality Technical Report (WQTR) Poseidon Seawater Desalination Plant, Carlsbad PDP: 00-02/SP 144(H) IX. APPENDICES Section IX Page 79 Standard Urban Storm Water Mitigation Program (SUSMP) Water Quality Technical Report (WQTR) Poseidon Seawater Desalination Plant, Carlsbad PDP: 00-02/SP 144(H) APPENDIX A Operations and Maintenance Plan Appendix A OPERATIONS AND MAINTENANCE PLAN Standard Urban Storm Water Mitigation Program (suMP) Water Quality Technical Report (WQTR) Poseidon Seawater Desalination Plant, Carlsbad PDP: 00-02/SP 144(H) BMIP Name and BMP Implementation, Maintenance and Implementation, Maintenance Person or Entity with Inspection and Inspection Frequency and Operation & Maintenance Procedures Schedule Responsibility I Non-Structural Source Control BMPs I Education for Property Owners, Tenants and Occupants Poseidon Resources (Channelside) LLC, the Owner, will educate all onsite employees. Education shall be given using the project SUSMP/WQTR and the educational materials contained within as reference. New onsite employees to be educated within 2 weeks of hire. Each onsite employee shall receive an annual review, The Owner is responsible for educating the authorized tenant representative(s), who in turn, will educate all onsite employees. Activity Restrictions If a user is observed engaging The Owner is responsible for Ensure all users are adhering to activity restrictions as outlined in the activity that may adverse educating the authorized tenant project SUSMP/WQTR and the City of Carlsbad's zoning ordinance impacts on stormwater, the representative(s), who in turn, and standards. authorized representative shall will educate all onsite take corrective action as employees. necessary. Ongoing basis. Common Area Landscape Management The Landscape Maintenance The Landscape Maintenance Water conservation will be achieved through the use of water Contractors will continuously Contractors will be contracted conserving plant material. Plantings are grouped into hydro-zones maintain the site. Landscape with The Owner. based upon water requirements and solar exposure. Irrigation valves maintenance/management will are on an automatic irrigation system utilizing various types of occur weekly. Also, a irrigation heads designed to water areas based upon plant water designated representative of the requirements, sun/shade exposure, climatic factors, soil infiltration owner will be responsible for rate and seasons. An ET based irrigation controller, which utilizes continual maintenance of daily evapotranspiration rates, will be used to adjust the irrigation landscaped areas in a manner schedule with multiple cycles. A rain shut-off device is specified to consistent with the local maximize efficient water application, and flow sensors are installed to regulations. identify broken irrigation mainlines and laterals. The Landscape Maintenance Contractors will continuously maintain the site to identify areas where significant amounts of irrigation overspray has developed. Landscape maintenance will occur regularly as specified by the project Owner. Appendix A standard urban storm Water Mitigation Program UMP) Water Quality Technical Report (WQTR) OPERATIONS AND MAINTENANCE PLAN Poseidon Seawater Desalination Plant, Carlsbad P1)P: 00-02/SP 144(11) isivir Name and ISIVI? Implementation, Maintenance and Implementation, Maintenance Person or l±111i1y WITH Inspection and Inspection Frequency and Operation & Maintenance Procedures Schedule Responsibility I Non-Structural Source Control BMPs I Spill Contingency Plan When spills occur. Through a maintenance firm A Spill Contingency Plan is not available. As a minimum the Spill that will be contracted with Contingency Plan will "mandate the stockpiling of cleanup materials, The Owner. notification of responsible agencies, disposal of cleanup materials and documentation." Common Area Litter Control. Weekly Through a maintenance firm Perform parking lot/common area maintenance that will include the that will be contracted with removal of litter from around the trash storage receptacles, drive aisles, The Owner. parking lot and outdoor areas. All litter shall be placed in appropriate trash receptacles. Employee Training. New onsite employees to be The Owner is responsible for Poseidon Resources will educate all onsite employees. Education shall educated within 2 weeks of hire. educating the authorized be given using the project SUSMP/WQTR and the educational Each onsite employee shall tenant representative(s), who materials contained within as reference. receive an annual review, in turn, will educate all onsite employees. Street Sweeping Private Streets and Parking Lots. Weekly The Owner through a The private parking lot swept once a week and prior to the storm maintenance firm. season, no later than September 30th each year. The rubbish/waste from the sweeping shall be disposed of in the on-site dumpster. I lari an ----- i WMit-'in P----%m 1Tjfl)\ Water Quality iednnicai iteport OPERATIONS AND MAINTENANCE PLAN Poseidon Seawater Desalination Plant, Carlsbad PDP:_OO-02/SP_144(H) BMP Name and BMP Implementation, Maintenance and Implementation, Maintenance Person or Entity with Inspection and Inspection Frequency and Operation & Maintenance Procedures Schedule Responsibility I Structural Source Control BMPs I Provide storm drain system stenciling and signage The proposed catch basins shall have either concrete stamping, porcelain tile, inset permanent marking or equivalent as approved by the City of Carlsbad the words "NO DUMPING - I LIVE DOWNSTREAM" (satisfactory to the City Engineer) stenciled across the top of the catch basin inlet in 2 inch high letters using black epoxy paint. The stencil shall be legible and maintained at all times. Annually. Repair when needed. The Owner through a maintenance firm. Design and construct trash and waste storage areas to reduce Daily and weekly basis. The Owner through a pollution introduction Site waste receptacles shall be emptied on a Replace/repair structural elements maintenance firm. weekly basis or more often if overflowing. Signage will be posted when needed. that lids shall be kept closed at all times. Inspect the waste receptacle area for any loose trash on the ground. Inspect for damage to the structural elements of the waste receptacles. Use efficient irrigation systems & landscape design, water The Landscape Maintenance The Landscape Maintenance conservation, smart controllers, and source control Contractors will continuously Contractors will be Irrigation shall be implemented as indicated on the City of Carlsbad's maintain the site. Landscape contracted with The Owner. approved Landscape Plans and be consistent with the City of Carlsbad maintenance/management will Landscape Manual, Water Conservation Resolution or City occur weekly. equivalent. Runoff from irrigation shall be kept to a minimum. Staged irrigation cycles start within a time frame that least interferes with the activities of the Community. "Low flow" heads shall be incorporated to limit excess flow. Rain shutoff devices shall be used to prevent irrigation during precipitation. Plants are grouped into hydrozones based upon their water needs in order to minimize the amounts of excess water flow. A designated representative of the owner will be responsible for continual maintenance of landscaped areas in a manner consistent with the local regulations. standaro urban storm water Mitigation rrogram (sIJSMr) Water Quality Technical Report (WQTR) OPERATIONS AND MAINTENANCE PLAN Poseidon Seawater Desalination Plant, Carlsbad PDP: 00-02/SP 144(H) IiIvH' Name and IS1fl1' Implementation, Implementation, Maintenance and Inspection Person or Entity with Operation & Maintenance and Inspection Frequency and Schedule Maintenance Responsibility Procedures I Treatment BMPs CUDO 2 Stormwater Storage Detention Minimum of three times a year; prior to the The vendor/manufacturer for a Units storm season, no later than September 30th minimum period of one year, shall Installed by construction contractor during each year and after each storm event. Clean/Repair maintain the system. After said first construction and as indicated on the precise structural elements when needed. Minor year, the Owner through a grading plan and per CUDO specifications. maintenance which involves inspection of the maintenance firm. CUDO units and removal of trash and debris should be performed once per year and after major storm events. Major maintenance which involves replacement and sediment removal should be performed once per year or in the event of a chemical spill. Once an understanding of site characteristics have been established, major maintenance frequency may be decreased to once every two years. Vegetated Bio-Swale Inspect swales at least twice annually for erosion, The Owner through a Installed by construction contractor during damage to vegetation, and sediment and debris maintenance firm. construction and as indicated on the precise accumulation preferably at the end of the wet season to grading plan. schedule summer maintenance and before major fall runoff to be sure the swale is ready for winter. However, additional inspection after periods of heavy runoff is desirable. Debris, litter, and areas of sediment accumulation shall be checked for and if present, shall be removed. Regularly inspect swales for pools of standing water. If standing water is present then the subdrain will need to be cleaned through brushing, jetting or other approved method. OPERATIONS AND MAINTENANCE PLAN Standard Urban storm Water Mitigation Program (suJSMr) Water Quality Technical Report (WQTR) Poseidon Seawater Desalination Plant, Carlsbad lIMP Name and BM.Implementation Implementation, Maintenance and Inspection Person or En l Wil Maintenance and Inspection Frequency and Schedule Maintenance Responsibility Procedures I Treatment BMPs I Permeable Pavement Installed by construction contractor during construction and as indicated on the precise grading plan. Continuously maintain surrounding landscape areas and prevent soil from being washed onto pavement. 2-3 times per year the surface shall be vacuumed clean using a commercially available sweeping machine (i.e. end of winter - April, Mid-summer - July or August and after Autumn leaf fall - November) The Owner through a maintenance firm. Annual inspection outlets to ensure that subdrain is draining the excess runoff and that there is no standing water. If standing water is present then the subdrain will need to be cleaned through brushing, jetting or other approved method. If routine cleaning does not restore infiltration rates, then reconstruction of part of the whole of a pervious surface may be required. The surface area affected by hydraulic failure should be lifted for inspection of the internal materials to identify the location and extent of the blockage. Surface materials should be lifted and replaced after brush cleaning. Geotextiles may need complete replacement. Sub-surface layers may need cleaning and replacing. Removed silts may need to be disposed of as controlled waste. Standard Urban Storm Water Mitigation Program (SUSMP) Water Quality Technical Report (WQTR) Poseidon Seawater Desalination Plant, Carlsbad PDP: 00-02/SP 144(H) REQUIRED PERMITS No permits are required for the implementation, operation and maintenance of the BMPs. RECORD KEEPING All records must be maintained for at least five (5) years and must be available for review upon request. RECORD OF BMP IMPLEMENTATION, MAINTENANCE AND INSPECTION Appendix A Standard Urban Storm Water Mitigation Program (SUSMP) Water Quality Technical Report (WQTR) Poseidon Seawater Desalination Plant, Carlsbad PDP: 00-02/SP 144(H) Today's Date: Name of Person Performing Activity: Signature: BMP Name Brief Description of Implementation, Maintenance and Inspection Activity Performed Corrective actions needed: None As Noted Below. 3 Standard Urban Storm Water Mitigation Program (SUSMP) Water Quality Technical Report (WQTR) Poseidon Seawater Desalination Plant, Carlsbad PDP: 00-02/SP 144(H) APPENDIX B Drainage Report/Verification Calculations, Backup Documentation and Detail Drawings of the Treatment BMPs Appendix B CARLSBAD DESALINATION PLANT Hydrology Report for Poseidon Resources Corporation 501 West Broadway, Suite 2020 San Diego, CA 92101 October 14, 2009 Prepared by: [m] TETRA TECH, INC. -4 Infrastructure Services Group No. 66591 16241 Laguna Canyon Road, Suite 200 ' FXP 6/3) 10 Irvine, CA 92618 (949) 727-7099 OF M DISCUSSION Purpose for Project This hydrology report is for the Carlsbad 50-MGD Desalination Plant. The project site is located in San Diego County, City of Carlsbad. The site is located on the grounds of the Encina Power Station. The power station is bounded by the Pacific Ocean and Carlsbad Boulevard to the west, the Carlsbad State Beach and Agua Hedionda Lagoon to the north, the 1-5 Freeway to the east, and Cannon Road, an SDG&E maintenance yard, and adjacent residential areas to the south. Refer to Figure 1 and Figure 2 for the site and vicinity maps, respectively. The existing runoff is typically surface flow through the site or falls within containment berms for percolation and evaporation. The desalination facility will have a capacity to deliver approximately 50 million gallons of drinking (potable) water per day. This report will present hydrology for the existing, interim and proposed conditions. The proposed condition accounts for a 50-MGD Desalination Plant placed on the project site along with associated improvements. The interim condition evaluates rough grading of the site. The evaluated storm is the 10-year storm event, although the 100-year storm event will also be analyzed for overflow design purposes. The report will evaluate the following: Determine the existing flowrate and volume of water for the site for a 10-year storm event. Determine the interim condition flowrate and volume of water for a 10-year storm event. Determine the proposed condition flowrate and volume of water for a 10-year storm event. Storage volume required to hold the 10-year storm event. Calculate 100-year storm event overflow rates. Hydrology Report Page 1 10/14/2009 Carlsbad Desalination Plant Tetra Tech, Inc. Figure 1 - Site Map 7 148900,47 Cannon Rd 5OMGD— (T Seawater Desalination (\ , Project Pacific \ a..omar J9ø Ocean Hydrology Report Page 2 10/14/2009 Carlsbad Desalination Plant Tetra Tech, Inc. Figure 2— Vicinity Map PROPOSED DESALINATION PLANT SITE BOUNDARY AGUA HEDIONDA LAGOON PACIFIC OCEAN Description of Watershed Existing Condition The existing site consists of tanks, pipes, containment berms, paving, vegetation and other improvements related to the Encina Power Station. The site generally slopes from the northeast to the southwest. The existing drainage is collected within containment berms or drains into a local storm drain system that flows to the Agua Hedionda Lagoon. An exhibit (Figure 3) showing the existing conditions may be found at the end of this report. Interim Condition The interim condition consists of an excavation for a proposed underground tank and a gently graded pad. Runoff from the gently sloping pad will be stored in an adjacent bermed containment basin, similar to the existing condition. Water entering the excavation for the underground tank will be either allowed to Hydrology Report Page 3 10/14/2009 Carlsbad Desalination Plant Tetra Tech, Inc. percolate into the ground or pumped into the above mentioned basin. An exhibit (Figure 4) showing the interim conditions may be found at the end of this report. Proposed Condition The proposed site consists of a 50-MGD desalinization plant, paving, water tanks, retaining walls and landscaping. The improvements will increase the amount of impervious surfaces. An exhibit (Figure 5) showing the proposed conditions may be found at the end of this report. Methodology The site hydrology was analyzed utilizing the Rational Method found in the San Diego County Hydrology Manual, June 2003. The watershed for this project is less than 1 square mile so the Rational Method is acceptable for peak discharge calculations. The volume of water capable of being stored in the adjacent bermed containment basin was obtained utilizing AutoCAD Civil 3D 2008. A freeboard value was assumed to be 2 feet, giving a maximum water surface elevation of 39 feet. The various drainage areas and other pertinent hydrology data were determined utilizing existing and proposed site data. All three development stage watershed geometric information maps (Figures 3, 4, and 5) may be found later in this report. The proposed condition was split into two subdrainage areas, Area A to the north and Area B to the south, as indicated on the watershed geometric information map for the proposed condition. The development of the site results in an increase in the impervious area which will increase runoff volumes and peak discharges. The excess peak storm volume from the 10-year, 6-hour duration storm will be contained on site through the use of underground storage detention devices. Once in the detention devices, the water will infiltrate into the ground. For storm events larger than 10 years, storm water from Area A and a portion of Area B will exit the site and flow into the existing abandoned oil containment basin where the water will percolate into the ground, similar to the existing condition. Excess water leaving from Area B, not collected, will discharge into the existing drainage Hydrology Report Page 4 10/14/2009 Carlsbad Desalination Plant Tetra Tech, Inc. channel which flows into the Agua Hedionda Lagoon to the north, similar to the existing condition. A Microsoft Excel workbook was used in conjunction with the San Diego County Hydrology Manual to model the watershed. The point rainfall depths used for the analysis were obtained from the NOAA Atlas 2. The isopluvials maps used may be found in the San Diego County Hydrology Manual and are also attached at the end of this report as Figures 6 through 10. Intensity for the 6- hour storm can be found using the equation I = 7.44P6D.o6" where P6 is the 6-hour storm rainfall amount and D is the duration in minutes. This equation only applies to the 6-hour storm. P6 should be between 45% and 65% of P24. If not, P6 can be adjusted before applying to the equation. The rainfall distribution used for this analysis is the 24-hour hypothetical distribution as described in the Hydrology Manual. Descriptions of the soils present on the watershed are contained in the Hydrology Manual. Based on those soil surveys, there is one type of soil in the watershed, Group Permanent vegetated areas have been classified as Open Brush, a "c" value of 0.25, and paved areas, buildings, equipment and other similar objects have been considered as impermeable, a "c" value of 0.90. A "c" value of 0.25 was used for the interim development due to erosion control measures that will be used. These "c" values are from the Hydrology Manual. The adjusted "c" values for the various watershed areas were calculated using the method described in the Hydrology Manual. Summary Rational Method peak flows along with storm volumes are developed for three conditions, as follows: Pre-Development Condition Interim Development Condition Post-Development Condition Hydrology Report Page 5 10/14/2009 Carlsbad Desalination Plant Tetra Tech, Inc. All of the above models are prepared for the 10-year, 6-hour storm event. Pre-development conditions are defined as those that existed at the time of commencement of the study (July 2009). The post-development condition is based on the assumptions that 1) the off-site watershed is assumed to match the pre-development condition land-use; and 2) the on-site area is fully developed. The results of the models are summarized in Table 1 below: Table 1— Rational Method Peak Flows and Peak Volumes 10—Year Storm Event 100 - Year Storm Event Model Peak Discharge Volume Peak Discharge Volume Pre-Development Area A 4.84 cfs 5,663 cf 6.73 cfs 7,865 cf Area 5.89 cfs 6,703 cf 8.18 cfs 9,310 cf Area C 4.47 cfs 4,985 cf 6.21 cfs 6,923 cf Total 15.20 cfs 17,351 cf 21.12 cfs 24,098 cf Interim Development Area A 4.09 cfs 6,994 cf 5.67 cfs 9,714 cf Area B 4.24 cfs 3,395 cf 5.89 cfs 4,715 cf Total 8.33 cfs 10,389 cf 11.56cfs 14,429 cf Post-Development Area 12.03 cfs 18,445 cf 16.71 cfs 25,618 cf Area B 6.28 cfs 10,630 cf 8.72 cfs 14,764 cf Total 1 18.31 cfs 29,075 cf 25.43 cfs 40,382 cf The volume of water storage available for the interim development is 161,480 cf, in the existing offsite bermed containment basin, which is adequate to store the 10-year and 100-year events without any overtopping of the basin. A desilting trap is implemented to convey the runoff from the site into the existing basin. The desilting trap size has been calculated per the recommendations contained in the Caltrans Construction Site Best Management Practices Manual, Sediment Trap SC-3. For the post-development condition it is proposed to use vegetated bio-swales, permeable paving, and an underground storage and percolation system such as CUDO 4 Units manufactured by Cudo Stormwater Products, Inc. (or equal). The proposed site is required to store approximately 11,725 cf (the storage required to maintain the same runoff flows of the 10-year storm event for the pre- and post-development conditions). Each unit is capable of storing 30.8 cubic feet of water and is 2 feet x 2 feet x 8 feet tall. Hydrology Report Page 6 10/14/2009 Carlsbad Desalination Plant Tetra Tech, Inc. A total of 11,725 cf of storage is provided through the units. This onsite underground storm water storage system is fully capable of collecting all flows produced by the 85th percentile storm (Calculations are provided in Appendix 1). Vegetated bio-swales and permeable pavement are provided as BMP methods to treat the 85th percentile storm. Inlet structures and pipes were sized using FlowMaster to convey the resulting runoff of the 10-year storm event. The results can be found in Appendix 1. Outlet structures and pipes are incorporated into the design to release the storm water to the existing underground storm drain located in the access road. The outlet structure, which has a crest height of six feet, was sized using FlowMaster (see Appendix 1). The location and storage capacity of the units are indicated on the watershed geometric information map (Figure 5) for the proposed condition. In addition to the CUDO units, two Low Impact Development (LID) BMP treatment methods are implemented into the site: vegetated bio-swales and permeable Asphalt- Concrete (AC) pavement. As required by the County of San Diego's Standard Urban Storm Water Mitigation Plan (SUSMP), these facilities will mitigate the 85 th percentile storm. The same method described earlier was used to determine the flows produced by the 85" percentile storm, which produces 0.6 inches of rain as shown in the rainfall isopluvials map from the San Diego County Hydrology Manual (attached as Figure 10 of this document). Calculations in Appendix 2 show how the vegetated bio-swales and permeable pavement can mitigate the 851h percentile storm flows. These facilities were designed with the help of the County of San Diego's Low Impact Development Handbook. The bio-swales are composed of bioretention material (sand/compost mix), 6 inches of washed sand, a 4-inch perforated underdrain pipe encased with open-graded gravel and an impermeable geotextile liner over the native soil to prevent infiltration that undesired due to the proximity of building foundations and the subsurface tank. The bio-swale in Area A (Figure 11) has 24 inches of bioretention material, whereas the bio-swale in Area B has 18 inches. This difference is due to space constraints. Since there is very little space for the bio-swale in Area A, the bioretention material had to be deeper in order to mitigate the 85th percentile storm. The bio-swales were also sized to allow for a 6-inch minimum freeboard. To determine the amount of runoff treated and stored by the bio-swales, a Hydrology Report Page 7 10/14/2009 Carlsbad Desalination Plant Tetra Tech, Inc. porosity of 30% was used. Refer to Table 1 of Appendix 2. The permeable pavement for this site consists of 3 inches of asphalt, 3 inches of #4 aggregate, 18 inches of 1.5" washed aggregate (9 inches of which serves as the reservoir), a 4-inch perforated underdrain pipe encased with open-graded gravel and an impermeable geotextile liner over the native soil to prevent infiltration that undesired due to the proximity of building foundations and the subsurface tank. To determine the amount of runoff treated and stored by the permeable pavement, a porosity of 40% was used. Refer to Table 2 of Appendix 2. Note that the calculations in Appendix 2 only show the storage volume provided by the media directly below the bottom of the BMP and does not include the side slopes. Also note that the calculations for the permeable pavement only accounts for the 9-inch reservoir layer. The calculations also do not include the capacity of the underdrain pipes, which are placed to convey the stormwater to the CUDO units. The vegetated bio-swales and permeable pavement areas are sized to filtrate the 85th percentile storm. The bio-swales were also sized, using FlowMaster, to capture the portion of discharge produced by the 100-year storm in its respective areas. Refer to Appendix 2 for typical Vegetated Bio-Swale and Permeable Pavement Details and the bio-swale FlowMaster Reports. Runoff flows that are larger than the 85th percentile storm will be routed to 3-foot diameter steel pipe inlets (San Diego Regional Standard Drawings D-16 attached in Appendix 2) which are connected to the CUDO unit. FlowMaster was also used for these inlets to calculate their discharge capacities. The capacities were calculated using the orifice conditions as well as the weir conditions. As found in Appendix 2, the FlowMaster Reports show that these pipe inlets are fully capable of capturing the discharge produced by the 100-year storm. Based on the calculations, the bio-swale in Area A requires two steel pipe inlets while the bio-swale in Area B only requires one. As a part of the underdrain system, cleanouts will be installed to easily facilitate cleaning and for observation to verify that there is no standing water. In the event of a 100-year storm, the overflow will bypass the CUDO units. Excess water from Area A (of Figure 5) will flow into the adjacent bermed containment basin. Excess water from Area B will flow offsite. Hydrology Report Page 8 10/14/2009 Carlsbad Desalination Plant Tetra Tech, Inc. REFERENCES County of San Diego, Department of Planning and Land Use, Low Impact Development Handbook: Stormwater Management Strategies, December 2007. County of San Diego, Department of Public Works, Flood Control Section, San Diego County Hydrology Manual, June 2003. County of San Diego, Department of Public Works, Standard Urban Storm Water Mitigation Plan for Land Development and Public Improvement Projects, March 2008. Lindeburg, M. R., Civil Engineering Reference Manual for the PE Exam, Eighth Edition, 2001. U.S. Army Corps of Engineers and Dodson & Associates, ProHECi Program Documentation, April, 1991. U.S. Army Corps of Engineers, HEC-HMS Version 2.2.2 Hydrology Report Page 9 10/14/2009 Carlsbad Desalination Plant Tetra Tech, Inc. DECLARATION OF RESPONSIBLE CHARGE I, HEREBY DECLARE THAT I AM THE CIVIL ENGINEER OF WORK FOR THIS PROJECT, THAT I HAVE EXCERISED RESPONSIBLE CHARGE OVER THE DESIGN OF THE PROJECT AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSIONS CODE, AND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS. I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND SPECIFICATIONS BY THE CITY OF CARLSBAD IS CONFINED TO A REVIEW ONLY AND DOES NOT RELIEVE ME, AS ENGINEER OF WORK, OF MY RESPONSIBILITIES FOR PROJECT DESIGN. ENGINEER OF WORK TETRA TECH, INC. 16241 LAGUNA CANYON ROAD, SUITE 200 IRVINE, CA 92618 PHONE: (949) 727-7099 PROJECT NO. 134-10905-09004 E Ss yy 2f No. 66591 \ EXP. 6/30/10 );o 1*) F 10/14/2009 CHRISTOPHER D. FUGITT, R.C.E. 66591 DATE EXP. 6/30/10 Table 2- Watershed Information using the Rational Method Pre-Development Interim- Development Post-Development A B C A B A B Area (Sf), A 95,748 96,350 65,401 186,504 90,521 152,752 105,792 Adjusted Runoff Coefficient, CADJ 0.39 0.46 0.51 0.25 0.25 0.80 0.67 Watercourse Length (ft), L 480 570 436 672 455 634 695 Change in Elevation (ft), h 11 20.5 10 6.5 43 8.5 7.5 Duration (mm), t 3.88 3.72 3.60 7.00 2.16 5.90 6.89 10 - Year Storm Event 6-hr Precipitation (in), P6 1.8 1.8 1.8 24-hr Precipitation (in), P24 3.0 3.0 3.0 Intensity (in/hr), i 5.59 5.74 5.86 3.82 8.16 4.26 3.86 Flow Rate (cfs), Q 4.84 5.89 4.47 4.09 4.24 12.03 6.28 Flow Volume (cf), Vol 5,663 6,703 4,985 6,994 3,395 18,445 10,630 100 - Year Storm Event 6-hr Precipitation (in), P6 2.5 2.5 2.5 24-hr Precipitation (in), P24 4.5 4.5 4.5 Intensity (in/hr), i 7.76 7.97 8.14 5.30 11.33 5.92 5.36 Flow Rate (cfs), Q 6.73 8.18 6.21 5.67 5.89 16.71 8.72 Flow Volume (cf), Vol 7,865 9,310 6,923 9,714 49715 25,618 14,764 •- -•-- •-•.-•- - - -0 — I / — -- - 2 ------------ II a LEGEND EXISTING CONTOURS EXISTING SPOT ELEVATION WATERSHED BOUNDARY PROPOSED SITE BOUNDARY - - - WATERCOURSE LENGTH - OPEN BRUSH IMPERVIOUS SURFACE 0 80 160 SCE 1, I I I - 80 I I I I DRAWINGS PREPARED FOR: I I I DATE AUGUST 2009 I PROJECT:PDP 00-02B/SP 144(J) CARLSBAD DESALINATION PLANT GEOMETRIC INFO I P o S E I D 0 N E S 0 U R C E S I ENCINA GENERATING STATION I FIGURE 3-WATERSHED GEOMETRIC INFORMATION MAP I I I I I I DESIGNED BY Po..Idon corporation I I I I 501 2020. s 0go 80 CA 101. i PRECISE DEVELOPMENT PLAN I FOR THE EXISTING CONDITION DRAWN BY I I I (6191595-7802 I CHECKED BY LEGEND EXISTING CONTOURS EXISTING SPOT ELEVATION WATERSHED BOUNDARY PROPOSED SITE BOUNDARY — — — WATERCOURSE LENGTH 0 80 160 INTERIM CONDITION SCALE DRAWINGS PREPARED FOR DATE AUGUST 2009______ I I I PROJECT:PDP 00-02B/SP 144(J) I CARLSBAD DESALINATION PLANT I nUENAME GEOMETRIC BAFOI I I P o S E I D 0 N R E S 0 U R C E S I ENCINA GENERATING STATION I FIGURE 4-WATERSHED GEOMETRIC INFORMATION MAP I I I I DESIGNED BY I I Po..IdNn R..o.rW.. Corportlon I 501 w.t Suite S thgN e. CA 90101. USA PRECISE DEVELOPMENT PLAN I FOR THE INTERIM CONDITION I DRAWN BY I I I 0619)595-7802 CHECKED WO I I I I I NOTE THE AMOUNT OF REQUIRED STORAGE IS THAT REQUIRED TO MAINTAIN THE SAME RUNOFF FLOWS FOR THE PRE- AND POST-DEVELOPMENT CONDITIONS (11,725 CF). LEGEND EXISTING CONTOURS EXISTING SPOT ELEVATION WATERSHED BOUNDARY PROPOSED SITE BOUNDARY - - WATERCOURSE LENGTH OPEN BRUSH/PERVIOUS SERFACE IMPERVIOUS SURFACE UNDERGROUND STORMWATER STORAGE MMEN19 0 80 160 PROPOSED CONDITION L DRAWINGS PREPARED FOR: I I I L P AUGUST 2009 1 PROJECT:PDP 00-02B/SP 144(J) CARLSBAD DESALINATION PLANT I I I P 0 S E I D 0 N R E S 0 U R C E S ENCINA GENERATING STATION FIGURE 5-WATERSHED GEOMETRIC INFORMATION MAP I: flLDA4E GEO&IETRIC INFO NED By P..Idon R..orC Corporation I I I 2020, Ikgo, CA 92101, USA PRECISE DEVELOPMENT PLAN FOR THE PROPOSED CONDITION I BY i (619>095-7802 I CHECKED BY -- S I I I I I I I I I I I I I I I I I I I , '1 % "40 4P to At a1--, g / lb S,.. fa .fr •• a1 % S S t S t 1' - "olo 464,1 I , S IL jF 0 s I I / ' S I I I 16 lb to 16 lb 41V 0 IL 9 Af , • -- OCEANSID PR OJECTI QCAT/fV >- L 4h 14 - IDQ ------. - CARLSBAD 10 6• IIL ip J ._T:q. .rI, .' : J L W -5• ENCINITAS.\ir- I I \_ifl ' - , • - / / -, If .- .: ij • - — -' / :' SOLANABEACH\ ijz f 7' 'tf ao.o IL a lb DEL MAR, IV a 4F IL : _____ 1 _____\ S• L , .P:W/. '' ' ' '3, dp 4W 0 Ilk -- 44 #• • k I I (\ j, s, •iJJt SLC I DRAWINGS PREPARED FOR: I I 1 I PROJECT:PDP 00-02B/SP 144(J) COUNTY op SAN DIEGO HYDROLOGY MANUAL 2009 I FiLENAME tSOHYErAL MAP P o S E I D 0 N R E S 0 U R C E S ENCINA GENERATING STATION I FIGURE 6- RAINFALL ISOPLUVIALS FOR THE I DENIDRED BY I DRAWN WY I CHECKED BY po. 301 .Won R-Co.pWNw, I I I B-oAMy, EN102 Ml, ___0Wgo, CA 92101.209 PRECISE DEVELOPMENT PLAN 10-YEAR, 6-HOUR STORM EVENT I 16191590-7602 - dp-ok 40 .• - ¼ S S I 1& 40 16 Ilk - r IL I dd - 10 v IL 10 — T 40 : ff ;::::::: eR W* j\ ': Ab lb I -, - r - 415, \ OCEANSIDE \1 \ - '•- '' % - : i.! 3) ' ' 5., CJECT OC'A TIC)IV ' 'L ) r:it )r —t,Tzc I -- - I, • — - '0 CARLSBADV\'— 1• •I— I -) , •' . '-' I . . ): _r •_4 — — _____ '—.. '.••J••_ - I-v) I .. - \"--4' 9.e. 64 J#. ENCINITAS ILI sow - . r — '• '1 5,. , . S p — - -'•. lk IF IIL . SONABEAC - ,// S.D.OI go Li w j DEL MAR) - .' fi --.. — — -':u--J did ' •:4\ — — — — — - Ilk I mw S__ NTE K •* _____________________ I I ___________ SCALE I _______________________________________ I I I I I DRAWINGS PREPARED FOR: I I I PROJECT:PDP 00-02B/SP 144(J) I I COUNTY OF SAN DIEGO HYDROLOGY MANUAL I DATE AUGUST2009 1 I I I P O SEI DON R ESOURCE si ENCINA GENERATING STATION I FIGURE 7- RAINFALL ISOPLUVIALS FOR THE I DESIGNED DRAWN NY CHECKED BY I I I I I I I PWfl R.,4, Co.po.W. 501 B.o.d.y. 0020. DAgo, CA 92101, LISA I 00139292 -72 I PRECISE DEVELOPMENT PLAN I I 10-YEAR, 24-HOUR STORM EVENT I - I — _..ø- ,,_ _p ••• - ,•• __ - -b,. 4. - -. — — — - - - / - "S — -<6 ,4p . ç . -. ,1 . . I "Z'1". 51 - - -: i -'----:•1 ..-V-V Ia" - — - -- V1STV -: — • . i—. -- 9 . OCEANSIDE' - .•. •• • . .-- -L - V . - PROJECTLOCA TION - .. . .., - _• .. V -- 1 - - It -- _ I ESC DIDQ CARLSBAD / ENCINITAS 0001, / R C) SOLANA BEAC VTTT.1 1 ; y -- -, - S. COUN1 - /...I-' -------- - .- Q c.. DEL MAR - -. - r ,' : • : ' 41 lk -CD \%\ " dr It . \_ — N TE SCALE - — — - - I1 -• — -. DATE Mj DRAWINGS PREPARED FOR: PROJECT:PDP 00-02B/SP 144(J) COUNTY OF SAN DIEGO HYDROLOGY MANUAL PWA ETALW P o S E I D 0 N R E S 0 U R C E S ENCINA GENERATING STATION FIGURE 8- RAINFALL ISOPLUVIALS FOR THE Dgo, CA 92101, LISA DRAWN (619)595-7R02 PRECISE DEVELOPMENT PLAN 100-YEAR, 6-HOUR STORM EVENT BY CHECKED BY - S 4 4 1 - (••1 f S 44 44 OL 14 -- 9 To -4% 4 - S CD OCEANS IDE''' \ JST ('\ /4. Z. PROJEC T L )C'A rIC)AI -. -s...16 7 _ S A %- /' S D I D 3_ 41 1 41 ' '..__ , 16 CARLSBAD 4 4 I\ C) ENCINITAS ' —-- \\ - - r—' ' 41 ()SOLANA BEAC - - ----'-' . Y - s---_ s --:' POW C:) DEL MAR - : IIJ 444 44 4%; ' CD - Ir —\/ — % -r S. - ANTEFE SCALE DRAWINGS PREPARED FOR: P R E PROJECT:PDP 00-02B/SP 144(J) COUNTY OF SAN DIEGO HYDROLOGY MANUAL 0 S E I D 0 N S 0 U R C E S ENCINA GENERATING STATION FIGURE 9-RAINFALL ISOPL1JVIALS FOR THE =. -,,y 5 West BrOdy Su)te 002 0Ieo, CA 92101, USA (619)595-7902 PRECISE DEVELOPMENT PLAN 100-YEAR 24-HOUR STORM EVENT i' .-, I / U • '1—t -- - i"---- - - - HienMed9, -pr A - - - Jsrço d D e ' --.- - L&1 - \ \ ) - Tk7: OCF&NSIDE \'k '\z --- \L - r - - ----i PROJECTLOCATION 78 TIZ2 CARLSBAD \Y, 1 \ 7 ------I ' k I — \1II j -17 I - SCALE 1 - ___ DRAWINGS PREPARED FOR: DA7r AUGUST 2009 PROJECT:PDP 00-02B/SP 144(J) COUNTY OF SAN DIEGO HYDROLOGY MANUAL FILENAME SCHyL7AL MA, P 0 S E I D 0 N R E S 0 U R C E S ENCINA GENERATING STATION FIGURE 10- RAINFALL ISOPLUVIALS FOR THE DRAWN BY (36o119)W5n95t 7802 IUgo. CA 921O USA PRECISE DEVELOPMENT PLAN 85th PERCENTILE STORM EVENT CHECKED KY - APPENDIX 1 RATIONAL METHOD ANALYSIS CALCULATIONS I-p1 CLIENT Poseidon JOB NO. J PROJECT Carlsbad Desalter DATE CHECKED TETRA TECH, INC. DETAIL Pre-Dev. Hydrology -10 Yr Event CHECKED BY - Intensity is based on San Diego County Hydrology Manual, June 2003 = 7.44 P6D°5 Link = Intensity (in/hr) PAGE 1 OF 1 8/3/2009 DATE 7/31/2009 JED COMPUTED BY CDF P6 = 6-Hour Precipitation (in) = 1.80 P6 - 1.80 = 600/ P6/P24 needs to be between 45% to 65% of the 24 hr P24 = 24-Hour Precipitation (in) = 3.00 P24 - 3.00 ° precipitation. Drainage Area Total Area (SF) Permeable Area (SF) Impervious Area (SF) Adjusted c Watercourse Length,L (Fr) Change in Elev., AE (Fr) Duration (tn) (Mm) Intensity Peak Discharge, Q (cfs) Runoff Volume, VOL (acre-inch) A 95,748 74,186 21,341 0.39 480 11 3.88 5.59 4.84 1.56 B 96,350 64,661 31,692 0.46 570 20.5 3.72 5.74 5.89 1.85 C 65,401 38,834 26,135 0.51 436 10 3.60 5.86 4.47 1.37 257,499 c = 0.25 C = 0.90 L = Watercourse Length = Change in Elevation = 0 =Duration (t0) = , 11.9L3 0.385 ' AE 10 Year Rainfall Event - 24 Hours Isopluvial (Inches) = 3.0 10 Year Rainfall Event -6 Hours Isopluvial (Inches) = 1.8 = 7.44P6D1645 Permeable Areas C = 0.25 From Table 3-1 of the San Diego County Hydrology Manual, Group B Soils, Permanent Open Space Soils Data taken from Appendix A of the San Diego County Hydrology Manual Impervious Areas C = 0.90 From Section 3.1.2 of the San Diego County Hydrology Manual, Impervious Areas Adjusted c value: Impervious - 0.90 x Area + 0.25 x Pervious Area c - Total Area Storm Volume VOL = C P6 A 6-Hour Precipitation Eq. 6-1 San Diego Hydrology Manual Peak Discharge Q=ci A Drainage Area Runoff Volume, VOL (cf) A 5,663 B 6,703 C 4,985 Total: 17,351 CLIENT Poseidon JOB NO. PAGE 1 PROJECT Carlsbad Desalter DATE CHECKED 8/3/2009 DATE - TETRA TECH, INC. DETAIL Interim-Dev. Hydrology- CHECKED BY JED COMPUTED BY 10-Yr Event Intensity is based on San Diego County Hydrology Manual, June 2003 = 7.44 P6D0 = Intensity (in/hr) P6 = 6-Hour Precipitation (in) = 1.80 P6 = 1.80 = 60°/ P6/P24 needs to be between 45% to 65% of the 24 hr P24 = 24-Hour Precipitation (in) = 3.00 P24 3.00 ° precipitation. Drainage Area Total Area (SF) Adjusted c Watercourse Length,L (FT) Change in Elev., E (FT) Duration (tn) (Mm) Intensity Peak Discharge, Q (cfs) Runoff Volume, VOL (acre-inch) A 186,504 0.25 1 672 6.5 1 7.00 1 3.82 1 4.09 1.93 B 90,521 0.25 1 455 43 1 2.16 1 8.16 1 4.24 0.94 277,025 c = 0.25 c = 0.90 L = Watercourse Length = Change in Elevation = D = Duration (ta) = 11.9L3 1 0.385 AE 10 Year Rainfall Event -24 Hours IsopIuvial (Inches) = 3.0 10 Year Rainfall Event - 6 Hours IsopIuvial (Inches) = 1.8 = 7.44P6D0855 Permeable Areas c = 0.25 From Table 3-1 of the San Diego County Hydrology Manual, Group B Soils, Permanent Open Space Soils Data taken from Appendix A of the San Diego County Hydrology Manual Impervious Areas c = 0.90 From Section 3.1.2 of the San Diego County Hydrology Manual, Impervious Areas Adjusted c value: Impervious c = 0.90 x Area + 0.25 x Pervious Area Total Area Storm Volume VOL = c P6 A 6-Hour Precipitation Eq. 6-1 San Diego Hydrology Manual Peak Discharge Q=ci A Drainage Area Runoff Volume, VOL (cfl A 6,994 B 3,395 OF 1 CDF CLIENT Poseidon JOB NO. PAGE 1 OF I D PROJECT Carlsbad Desalter DATE CHECKED 9/8/2009 DATE 9/8/2009 TETRA TECH, INC. DETAIL Interim-Dev. Hydrology- CHECKED BY JED COMPUTED BY CDF 10-Yr Event (Drainage Area A) Rational Method Hydrograph Calculations Q10= 4.09 cfs Tc = 7.00 mm P6 1.8 in C= 0.25 A= 186,504 sf = 7.44 x P6 x Vol= lxD 60 tVol = V1 - V0 I (incr) = £VIM Q = ciA D (mm) I (in/hr) Vol (in) AVol (in) I (incr) (in/hr) 0 (cfs) Vol (cf) 0 0.00 0.00 0.51 3.03 3.27 1964 10 3.03 0.51 0.14 0.85 0.91 548 20 1.94 0.65 0.10 0.60 0.65 389 30 1.49 0.75 0.08 0.48 0.52 312 40 1.24 0.83 0.07 0.41 0.44 265 50 1.07 0.90 0.06 0.36 0.39 233 60 0.95 0.95 0.05 0.32 0.35 209 70 0.86 1.01 0.05 0.29 0.32 190 80 0.79 1.06 0.05 0.27 0.29 175 90 0.74 1.10 0.04 0.25 0.27 163 100 0.69 1.14 0.04 0.24 0.26 1 153 110 0.65 1.18 0.04 0.22 0.24 1 144 120 0.61 1.22 0.04 0.21 0.23 137 130 0.58 1.26 0.03 0.20 0.22 130 140 0.55 1.29 0.03 0.19 0.21 124 150 0.53 1.32 0.03 0.18 0.20 119 160 0.51 1.35 0.03 0.18 0.19 114 170 0.49 1.38 0.03 0.17 0.18 110 180 0.47 1.41 0.03 0.16 0.18 1 106 190 0.45 1.44 0.03 0.16 0.17 103 200 0.44 1.46 0.03 0.15 0.17 99 210 0.43 1.49 0.02 0.15 0.16 96 220 0.41 1.51 1 0.02 0.14 0.16 94 230 0.40 1.54 0.02 0.14 0.15 91 240 0.39 1.56 0.02 0.14 0.15 89 250 0.38 1.58 0.02 0.13 0.14 1 86 260 0.37 1.61 0.02 0.13 0.14 84 270 0.36 1.63 0.02 0.13 0.14 82 280 0.35 1.65 0.02 0.12 0.13 80 290 0.35 1.67 1 0.02 0.12 0.13 79 300 0.34 1.69 0.02 0.12 0.13 77 310 0.33 1.71 0.02 0.12 0.13 75 320 0.32 1.73 0.02 0.11 0.12 74 330 0.32 1.75 0.02 0.11 0.12 72 340 0.31 1.77 0.02 0.11 0.12 71 350 0.31 1.79 0.02 0.11 0.12 70 360 0.30 1.80 1 0.00 0.00 0.00 0 SUM = 7009 cubic feet 0.16 acre-feet Check: V=cxAxP6 V= 0.16 acre-feet OK CLIENT Poseidon JOB NO. PAGE 1 OF I IED PROJECT Carlsbad Desalter DATE CHECKED 9/8/2009 DATE 918/2009 TETRA TECH, INC. DETAIL Interim-Dev. Hydrology- CHECKED BY JED COMPUTED BY COF 10-Yr Event (Drainage Area B) Rational Method Hydrograph Calculations Q10 4.24 cfs Tc 2.16 mm P6= 1.8 in C= 0.25 A = 90,521 sf I = 7.44 x P6 x D° VI IxD 60 AVol = V1 - V0 I (incr) = tN/At Q = ciA D (mm) I (in/hr) Vol (in) AVol (in) I (incr) (in/hr) Q (cfs) Vol (cf) 0 0.00 0.00 0.51 3.03 1.59 953 10 3.03 0.51 0.14 0.85 0.44 266 20 1.94 0.65 0.10 0.60 0.31 189 30 1.49 0.75 0.08 0.48 0.25 151 40 1.24 0.83 0.07 0.41 0.21 129 50 1.07 0.90 0.06 0.36 0.19 113 60 0.95 0.95 0.05 0.32 0.17 101 70 0.86 1.01 0.05 0.29 0.15 92 80 0.79 1.06 0.05 0.27 0.14 85 90 0.74 1.10 0.04 0.25 0.13 79 100 0.69 1.14 1 0.04 0.24 0.12 74 110 0.65 1.18 0.04 0.22 0.12 70 120 0.61 1.22 0.04 0.21 0.11 66 130 0.58 1.26 0.03 0.20 0.11 63 140 0.55 1.29 0.03 0.19 0.10 60 150 0.53 1.32 0.03 0.18 0.10 58 160 0.51 1.35 0.03 0.18 0.09 55 170 0.49 1.38 1 0.03 0.17 0.09 53 180 0.47 1.41 0.03 0.16 0.09 52 190 0.45 1.44 0.03 0.16 0.08 50 200 0.44 1.46 0.03 0.15 0.08 48 210 0.43 1.49 0.02 0.15 0.08 47 220 0.41 1.51 0.02 0.14 0.08 45 230 0.40 1.54 0.02 0.14 0.07 44 240 0.39 1.56 1 0.02 0.14 0.07 43 250 0.38 1.58 0.02 0.13 0.07 42 260 0.37 1.61 0.02 0.13 0.07 41 270 0.36 1.63 0.02 0.13 0.07 40 280 0.35 1.65 0.02 0.12 0.07 39 290 0.35 1.67 0.02 0.12 0.06 38 300 0.34 1.69 0.02 0.12 0.06 37 310 0.33 1.71 0.02 0.12 0.06 37 320 0.32 1.73 0.02 0.11 0.06 36 330 0.32 1.75 0.02 0.11 0.06 35 340 0.31 1.77 0. 1 0.11 0.06 34 350 0.31 1.79 0.02 1 0.11 0.06 34 360 0.30 1.80 0.00 1 0.00 0.00 0 SUM = 3402 cubic feet 0.08 acre-feet Check: VcxAxP6 V = 0.08 acre-feet OK I,I,1 CLIENT Poseidon JOB NO. PAGE 1 OF J PROJECT Carlsbad Desalter DATE CHECKED 918/2009 DATE 9/8/2009 TETRA TECH, INC. DETAIL Interim-Dev. Hydrology- CHECKED BY JED COMPUTED BY CDF 10-Yr Event Rational Method Hydrograph from San Diego County RATHYDRO Program Area A Area B D Q D Q 0 Q (mm) (cfs) (mm) (cfs) (mm) (cfs) 0 0 0 0 330 0.1 7 0.1 5 0.1 335 0.1 14 0.1 10 0.1 340 0.1 21 0.1 15 0.1 345 0.1 28 0.1 20 0.1 350 0.1 35 0.1 25 0.1 355 0.1 42 0.1 30 0.1 360 0.1 49 0.1 35 0.1 365 0 30 Ui 'U 0.1 63 0.1 45 0.1 70 0.1 50 0.1 77 0.1 55 0.1 84 0.1 60 0.1 91 0.2 65 0.1 98 0.2 70 0.1 105 0.2 75 0.1 112 0.2 80 0.1 119 0.2 85 0.1 126 0.2 90 0.1 133 0.2 95 0.1 140 0.2 100 0.1 147 0.2 105 0.1 154 0.2 110 0.1 161 0.2 115 0.1 168 0.2 120 0.1 175 0.3 125 0.1 182 0.3 130 0.1 I Ott U.., -I.,o U.1 196 0.3 140 0.1 203 0.4 145 0.1 210 0.4 150 0.1 217 0.5 155 0.1 224 0.6 160 0.1 231 0.8 165 0.1 238 1.1 170 0.1 245 4.09 175 0.1 252 0.6 180 0.1 259 0.4 185 0.1 266 0.3 190 0.1 273 0.3 195 0.2 280 0.2 200 0.2 287 0.2 205 0.2 294 0.2 210 0.2 301 0.2 215 0.2 308 0.2 220 0.2 315 0.2 225 0.3 322 0.2 230 0.3 329 0.1 235 0.5 336 0.1 240 1.1 343 0.1 245 4.24 350 0.1 250 0.4 357 0.1 255 0.3 364 0 260 0.2 265 0.2 270 0.1 275 0.1 280 0.1 285 0.1 290 0.1 295 0.1 300 0.1 305 0.1 .1n n CLIENT Poseidon JOB NO. N PROJECT Carlsbad Desalter DATE CHECKED TETRA TECH, INC. DETAIL Post-Dev. Hydrology -10 Yr Event CHECKED BY - Intensity is based on San Diego County Hydrology Manual, June 2003 = 7.44 P6D 5 Link = Intensity (in/hr) PAGE 1 OF 1 8/3/2009 DATE 7/31/2009 JED COMPUTED BY CDF P6 = 6-Hour Precipitation (in) = 1.80 P8 = 1.80 = 60°! P6/1324 needs to be between 45% to 65% of the 24 hr P24 = 24-Hour Precipitation (in) = 3.00 P24 3.00 0 precipitation. Drainage Area Total Area (SF) Permeable Area (SF) Impervious Area (SF) Adjusted c Watercourse Length,L (Fr) Change in Elev., AE (FT) Duration (ta) (Mm) Intensity Peak Discharge, 0 (cfs) Runoff Volume, VOL (acre-inch) A 152,752 21,221 130,733 0.80 634 8.5 5.90 4.26 12.03 5.08 B 105,792 1 38,467 68,054 0.67 695 7.5 6.89 3.86 6.28 2.93 258,544 c = 0.25 c = 0.90 L = Watercourse Length = Change in Elevation = D =Duration (tv) = 11.90 0.385 Drainage Area Runoff Volume, VOL (cf) CUDO 2 Units, EA CUDO Units Area, SF CUDO Units Volume, CF A 18,445 317 1,268 9,764 B 10,630 130 520 4,004 AE 29,075 10 Year Rainfall Event - 24 Hours Isopluvial (Inches) = 3.0 10 Year Rainfall Event -6 Hours Isopluvial (Inches) = 1.8 Post Dev. = 7.44P6D064S Required Runoff Volume: 29,075 Permeable Areas c = 0.25 From Table 3-1 of the San Diego County Hydrology Manual, Group B Soils, Permanent Open Space Soils Data taken from Appendix A of the San Diego County Hydrology Manual Impervious Areas c = 0.90 From Section 3.1.2 of the San Diego County Hydrology Manual, Impervious Areas Adjusted c value: Impervious c = 0.90 x Area + 0.25 x Pervious Area Total Area Storm Volume VOL = c P6 A 6-Hour Precipitation Eq. 6-1 San Diego Hydrology Manual Peak Discharge Q=ci A CUDO 2 Units are manufactured by Cudo Stormwater Products, Inc. and are capable of storing 30.8 CF of water per unit. CUDO 2 Dimensions are 2 ft. x 2 ft. x 8 ft tall. 13,768 Check-OK Pre Dev. - 17,351 = 11,724 CLIENT Poseidon JOB NO. PAGE 1 OF IVDO PROJECT Carlsbad Desalter DATE CHECKED 9/8/2009 DATE 9/8/2009 TETRA TECH, INC. DETAIL Post-Dev. Hydrology- CHECKED BY JED COMPUTED BY CDF 10-Yr Event (Drainage Area A) Rational Method Hydrograph Calculations Q10= 12.03 cfs Tc 5.90 mm P6 = 1.8 in C= 0.8 A= 152,752 Sf l7.44xP5 xD°5 Vol= lxD 60 AVol = V1 - V0 I (incr) = Q = ciA D (mm) I (in/hr) Vol (in) AVol (in) I (mncr) (in/hr) Q (cfs) Vol (CO 0 0.00 0.00 0.51 3.03 8.58 5147 10 3.03 0.51 0.14 0.85 2.39 1436 20 1.94 0.65 0.10 0.60 1.70 1019 30 1.49 0.75 0.08 0.48 1.36 817 40 1.24 0.83 0.07 0.41 1.16 694 50 1.07 0.90 0.06 0.36 1.02 609 60 0.95 0.95 0.05 0.32 0.91 547 70 0.86 1.01 0.05 0.29 0.83 499 80 0.79 1.06 0.05 0.27 0.77 460 90 0.74 1.10 0.04 0.25 0.71 428 100 0.69 1.14 1 0.04 0.24 0.67 401 110 0.65 1.18 0.04 0.22 0.63 378 120 0.61 1.22 0.04 0.21 0.60 358 130 0.58 1.26 0.03 0.20 0.57 341 140 0.55 1.29 0.03 0.19 0.54 326 150 0.53 1.32 0.03 0.18 0.52 312 160 0.51 1.35 0.03 0.18 0.50 300 170 0.49 1.38 1 0.03 0.17 0.48 288 180 0.47 1.41 0.03 0.16 0.46 278 190 0.45 1.44 0.03 0.16 0.45 269 200 0.44 1.46 0.03 0.15 0.43 260 210 0.43 1.49 0.02 0.15 0.42 253 220 0.41 1.51 0.02 0.14 0.41 245 230 0.40 1.54 0.02 0.14 0.40 239 240 0.39 1.56 0.02 0.14 0.39 232 250 0.38 1.58 0.02 0.13 0.38 226 260 0.37 1.61 0.02 0.13 0.37 221 270 1 0.36 1.63 0.02 0.13 0.36 216 280 0.35 1.65 0.02 0.12 0.35 211 290 0.35 1.67 0.02 0.12 0.34 206 300 0.34 1.69 1 0.02 0.12 0.34 202 310 0.33 1.71 0.02 0.12 0.33 197 320 0.32 1.73 0.02 0.11 0.32 193 330 0.32 1.75 0.02 0.11 0.32 190 340 0.31 1.77 0.02 0.11 0.31 350 0.31 1.79 0.02 0.11 0.30 1m 1 360 0.30 1.80 0.00 0.00 0.00 SUM = 18369 cubic feet 0.42 acre-feet Check: V=cxAxP6 V = 0.42 acre-feet OK CLIENT Poseidon JOB NO. PAGE 1 OF 1 s PROJECT Carlsbad Desalter DATE CHECKED 9/8/2009 DATE 9/8/2009 TETRA TECH, INC. DETAIL Post-Dev. Hydrology- CHECKED BY JED COMPUTED BY CDF 10-Yr Event (Drainage Area B) Rational Method Hydrograph Calculations Q10 6.28 cfs Tc 6.89 mm P6= 1.8 in C= 0.67 A= 105,792 sf = 7.44 x P6 x D05 IxO 60 AVol = V1 - V0 I (incr) = AV/At Q = ciA D (mm) I (in/hr) Vol (in) AVol (in) I (incr) (in/hr) Q (cfs) Vol (cf) 0 0.00 0.00 0.51 3.03 4.98 2986 10 3.03 0.51 0.14 0.85 1.39 833 20 1.94 0.65 0.10 0.60 0.99 591 30 1.49 0.75 0.08 0.48 0.79 474 40 1.24 0.83 0.07 0.41 0.67 403 50 1.07 0.90 0.06 0.36 0.59 353 60 0.95 1 0.95 0.05 0.32 0.53 317 70 0.86 1.01 0.05 0.29 0.48 289 80 0.79 1.06 0.05 0.27 0.44 267 90 0.74 1.10 0.04 0.25 0.41 248 100 0.69 1.14 1 0.04 0.24 0.39 233 110 0.65 1.18 0.04 0.22 0.37 219 120 0.61 1.22 0.04 0.21 0.35 208 130 0.58 1.26 0.03 0.20 0.33 198 140 0.55 1.29 0.03 0.19 0.31 189 150 0.53 1.32 0.03 0.18 0.30 181 160 0.51 1.35 0.03 0.18 0.29 1 174 170 0.49 1.38 1 0.03 0.17 0.28 167 180 0.47 1.41 0.03 0.16 0.27 161 190 0.45 1.44 0.03 0.16 0.26 156 200 0.44 1.46 0.03 0.15 0.25 151 210 0.43 1.49 0.02 0.15 0.24 147 220 0.41 1.51 0.02 0.14 0.24 142 230 0.40 1.54 0.02 0.14 0.23 1 138 240 0.39 1.56 0.02 0.14 0.22 135 250 0.38 1.58 0.02 0.13 0.22 131 260 0.37 1.61 0.02 0.13 0.21 128 270 0.36 1.63 0.02 0.13 0.21 125 280 0.35 1.65 0.02 0.12 0.20 122 290 0.35 1.67 0.02 0.12 0.20 119 300 0.34 1.69 1 0.02 0.12 0.19 117 310 0.33 1.71 0.02 0.12 0.19 115 320 0.32 1.73 0.02 0.11 0.19 112 330 0.32 1.75 0.02 0.11 0.18 110 340 0.31 1.77 0.02 0.11 0.18 108 350 0.31 1.79 0.02 0.11 0.18 106 360 0.30 1.80 0.00 0.00 0.00 0 SUM = 10654 cubic feet 0.25 acre-feet Check: VcxAxP6 V = 0.24 acre-feet OK CLIENT Poseidon JOB NO. PAGE 1 OF 1 IL J PROJECT Carlsbad Desalter DATE CHECKED 9/8/2009 DATE 9/8/2009 TETRA TECH, INC. DETAIL Post-Dev. Hydrology - CHECKED BY JED COMPUTED BY CDF 10-Yr Event Rational Method Hydrograph Unit Hydrograph from San Diego County RATHYDRO Program from Eq. 4-10 of the SD County Hydrology Manual Area A Area B D Q 0 Q (mm) (cfs) (mm) (cfs) 0 0 0 0 6 0.3 7 02 12 0.3 14 0.2 18 0.3 21 0.2 24 0.3 28 0.2 30 0.3 35 0.2 36 0.3 42 0.2 42 0.3 49 0.2 48 0.3 56 0.2 54 0.3 63 0.2 60 0.4 70 0.2 66 0.4 77 0.2 72 0.4 84 0.2 78 0.4 91 0.2 84 0.4 98 0.2 90 0.4 105 0.2 96 0.4 112 0.3 102 0.4 119 0.3 108 0.4 126 0.3 114 0.4 133 0.3 120 0.5 140 0.3 126 0.5 147 0.3 132 0.5 154 0.3 138 0.5 161 0.3 144 0.5 168 0.4 150 0.5 175 0.4 156 0.6 182 0.4 162 0.7 189 0.5 168 0.7 196 0.5 174 0.7 203 0.6 180 0.7 210 0.6 186 0.7 217 0.7 192 0.8 224 0.8 198 0.9 231 1.2 204 0.9 238 1.7 210 1.1 245 6.28 216 1.1 252 1.0 222 1.4 259 0.7 228 1.6 266 0.5 234 2.3 273 0.4 240 3.1 280 0.4 246 12.03 287 0.3 252 1.9 294 0.3 258 1.3 301 0.3 264 1.0 308 0.3 270 0.8 315 0.2 276 0.7 322 0.2 282 0.6 329 0.2 288 0.6 336 0.2 294 0.5 343 0.2 300 0.5 350 0.2 306 0.5 357 0.2 312 0.4 364 0 318 0.4 324 0.4 330 0.4 336 0.4 342 0.3 348 0.3 354 0.3 360 0.3 A Tr = 1.67T qp = KAQ2IT K = 484 A in square miles T in hours Area A Area B Tr = 411 min Tr = 409 mm qp = 7.81 cis qp = 2.83 cfs Area A 2 - z . ....... . . . . ............ 0 411 822 Time (mm) Area B I i.! II:.III... 0.5 0 409 818 Time (mm) I,11 CLIENT Poseidon JOB NO. PAGE 1 OF 11 J PROJECT Carlsbad Desalter DATE CHECKED 9/8/2009 DATE 9/8/2009 TETRA TECH, INC. DETAIL Post-Dev. Hydrology- CHECKED BY JED COMPUTED BY CDF 10-Yr Event Required Storage: 11.724 Total Storage: 11.894 Peak Reservoir Storage: 8,636 cf Peak Reservoir Storage: 3,258 cf Check: OK Reservoir Area: 1,268 SF Reservoir Area: 520 SF Area A Area B Duration Inflow Reservoir Reservoir Outflow Duration Inflow Reservoir Reservoir Outflow (mm) (cfs) Storage (Ct) Elevation (ft) (cfs) (mm) (cfs) Storage (cf) Elevation (ft) (cfs) 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 1 0.02 1.14 0.00 0.00 1 0.01 0.42 0.00 0.00 2 0.04 3.42 0.00 0.00 2 0.01 1.25 0.00 0.00 3 0.06 6.84 0.01 0.00 3 0.02 2.49 0.01 0.00 4 0.08 11.40 0.01 0.00 4 0.03 4.15 0.01 0.00 5 0.10 17.10 0.01 0.00 5 0.03 6.23 0.01 0.00 6 0.11 23.94 0.02 0.00 6 0.04 8.72 0.02 0.00 7 0.13 31.92 0.03 0.00 7 0.05 11.62 0.02 0.00 8 0.15 41.05 0.03 0.00 8 0.06 14.95 0.03 0.00 9 0.17 51.31 0.04 0.00 9 0.06 18.68 0.04 0.00 10 0.19 62.71 0.05 0.00 10 0.07 22.83 0.05 0.00 11 0.21 75.25 0.06 0.00 11 0.08 27.40 0.06 0.00 12 0.23 88.93 0.07 0.00 12 0.08 32.38 0.07 0.00 13 0.25 103.75 0.09 0.00 13 0.09 37.78 0.08 0.00 14 0.27 119.72 0.10 0.00 14 0.10 43.59 0.09 0.00 15 0.29 136.82 0.11 0.00 15 0.10 49.82 0.10 0.00 16 0.30 155.06 0.13 0.00 16 0.11 56.46 0.11 0.00 17 0.32 174.44 0.14 0.00 17 0.12 63.52 0.13 0.00 18 0.34 194.96 0.16 0.00 18 0.12 70.99 0.14 0.00 19 0.36 216.63 0.18 0.00 19 0.13 78.88 0.16 0.00 20 0.38 239.43 0.20 0.00 20 0.14 87.18 0.18 0.00 21 0.40 263.37 0.22 0.00 21 0.15 95.90 0.19 0.00 22 0.42 288.46 0.24 0.00 22 0.15 105.04 0.21 0.00 23 0.44 314.68 0.26 0.00 23 0.16 114.58 0.23 0.00 24 0.46 342.04 0.28 0.00 24 0.17 124.55 0.25 0.00 25 0.48 370.55 0.31 0.00 25 0.17 134.93 0.27 0.00 26 0.49 400.19 0.33 0.00 26 0.18 145.72 0.29 0.00 27 0.51 430.98 0.36 0.00 27 0.19 156.93 0.32 0.00 28 0.53 462.90 0.38 0.00 28 0.19 168.55 0.34 0.00 29 0.55 495.96 0.41 0.00 29 0.20 180.59 0.37 0.00 30 0.57 530.17 0.44 0.00 30 0.21 193.05 0.39 0.00 31 0.59 565.51 0.47 0.00 31 0.21 205.92 0.42 0.00 32 0.61 602.00 0.50 0.00 32 0.22 219.20 0.44 0.00 33 0.63 639.62 0.53 0.00 33 0.23 232.90 0.47 0.00 34 0.65 678.39 0.56 0.00 34 0.24 247.02 0.50 0.00 35 0.67 718.29 0.60 0.00 35 0.24 261.55 0.53 0.00 36 0.68 759.34 0.63 0.00 36. 0.25 276.50 0.56 0.00 37 0.70 801.52 0.67 0.00 37 0.26 291.86 0.59 0.00 38 0.72 844.85 0.70 0.00 38 0.26 307.63 0.62 0.00 39 0.74 889.31 0.74 0.00 39 0.27 323.82 0.66 0.00 40 0.76 934.92 0.78 0.00 40 0.28 340.43 0.69 0.00 41 0.78 981.67 0.81 0.00 41 0.28 357.45 0.72 0.00 42 0.80 1029.55 0.85 0.00 42 0.29 374.89 0.76 0.00 43 0.82 1078.58 0.90 0.00 43 0.30 392.74 0.80 0.00 44 0.84 1128.74 0.94 0.00 44 0.30 411.01 0.83 0.00 45 0.86 1180.05 0.98 0.00 45 0.31 429.69 0.87 0.00 46 0.87 1232.50 1.02 0.00 46 0.32 448.79 0.91 0.00 47 0.89 1286.08 1.07 0.00 47 0.33 468.30 0.95 0.00 48 0.91 1340.81 1.11 0.00 48 0.33 488.23 0.99 0.00 49 0.93 1396.68 1.16 0.00 49 0.34 508.57 1.03 0.00 50 0.95 1453.69 1.21 0.00 50 0.35 529.33 1.07 0.00 51 0.97 1511.83 1.26 0.00 51 0.35 550.50 1.11 0.00 52 0.99 1571.12 1.30 0.00 52 0.36 572.09 1.16 0.00 53 1.01 1631.55 1.35 0.00 53 0.37 594.09 1.20 0.00 54 1.03 1693.12 1.41 0.00 54 0.37 616.51 1.25 0.00 55 1.05 1755.82 1.46 0.00 55 0.38 639.34 1.29 0.00 56 1.06 1819.67 1.51 0.00 56 0.39 662.59 1.34 0.00 57 1.08 1884.66 1.56 0.00 57 0.39 686.26 1.39 0.00 58 1.10 1950.79 1.62 0.00 58 0.40 710.34 1.44 0.00 59 1.12 2018.06 1.68 0.00 59 0.41 734.83 1.49 0.00 60 1.14 2086.47 1.73 0.00 60 0.42 759.74 1.54 0.00 61 1.16 2156.02 1.79 0.00 61 0.42 785.07 1.59 0.00 62 1.18 2226.71 1.85 0.00 . Page 1 of 11 62 0.43 810.81 1.64 0.00 Area A Area B Duration Inflow Reservoir Reservoir Outflow Duration Inflow Reservoir Reservoir Outflow (mm) (cfs) Storage (Ct) Elevation (ft) (cis) (mm) (cfs) Storage (cf) Elevation (ft) (cfs) 63 1.20 2298.53 1.91 0.00 63 0.44 836.96 1.69 0.00 64 1.22 2371.50 1.97 0.00 64 0.44 863.53 1.75 0.00 65 1.24 2445.61 2.03 0.00 65 0.45 890.52 1.80 0.00 66 1.25 2520.86 2.09 0.00 66 0.46 917.92 1.86 0.00 67 1.27 2597.25 2.16 0.00 67 0.46 945.73 1.91 0.00 68 1.29 2674.78 2.22 0.00 68 0.47 973.96 1.97 0.00 69 1.31 2753.45 2.29 0.00 69 0.48 1002.61 2.03 0.00 70 1.33 2833.26 2.35 0.00 70 0.48 1031.67 2.09 0.00 71 1.35 2914.21 2.42 0.00 71 0.49 1061.15 2.15 0.00 72 1.37 2996.30 2.49 0.00 72 0.50 1091.04 2.21 0.00 73 1.39 3079.53 2.56 0.00 73 0.51 1121.34 2.27 0.00 74 1.41 3163.91 2.63 0.00 74 0.51 1152.07 2.33 0.00 75 1.43 3249.42 2.70 0.00 75 0.52 1183.20 2.40 0.00 76 1.44 3336.07 2.77 0.00 76 0.53 1214.76 2.46 0.00 77 1.46 3423.86 2.84 0.00 77 0.53 1246.72 2.52 0.00 78 1.48 3512.79 2.92 0.00 78 0.54 1279.10 2.59 0.00 79 1.50 3602.86 2.99 0.00 79 0.55 1311.90 2.66 0.00 80 1.52 3694.07 3.07 0.00 80 0.55 1345.11 2.72 0.00 81 1.54 3786.42 3.14 0.00 81 0.56 1378.74 2.79 0.00 82 1.56 3879.92 3.22 0.00 82 0.57 1412.79 2.86 0.00 83 1.58 3974.55 3.30 0.00 83 0.57 1447.24 2.93 0.00 84 1.60 4070.32 3.38 0.00 84 0.58 1482.12 3.00 0.00 85 1.62 4167.23 3.46 0.00 85 0.59 1517.41 3.07 0.00 86 1.63 4265.29 3.54 0.00 86 0.60 1553.11 3.14 0.00 87 1.65 4364.48 3.62 0.00 87 0.60 1589.23 3.22 0.00 88 1.67 4464.81 3.71 0.00 88 0.61 1625.76 3.29 0.00 89 1.69 4566.28 3.79 0.00 89 0.62 1662.71 3.37 0.00 90 1.71 4668.90 3.88 0.00 90 0.62 1700.08 3.44 0.00 91 1.73 4772.65 3.96 0.00 91 0.63 1737.86 3.52 0.00 92 1.75 4877.54 4.05 0.00 92 0.64 1776.05 3.60 0.00 93 1.77 4983.58 4.14 0.00 93 0.64 1814.66 3.67 0.00 94 1.79 5090.75 4.23 0.00 94 0.65 1853.68 3.75 0.00 95 1.81 5199.07 4.32 0.00 95 0.66 1893.12 3.83 0.00 96 1.82 5308.52 4.41 0.00 96 0.66 1932.98 3.91 0.00 97 1.84 5419.11 4.50 0.00 97 0.67 1973.25 3.99 0.00 98 1.86 5530.85 4.59 0.00 98 0.68 2013.94 4.08 0.00 99 1.88 5643.72 4.69 0.00 99 0.69 2055.04 4.16 0.00 100 1.90 5757.74 4.78 0.00 100 0.69 2096.55 4.24 0.00 101 1.92 5872.89 4.88 0.00 101 0.70 2138.48 4.33 0.00 102 1.94 5989.19 4.97 0.00 102 0.71 2180.83 4.41 0.00 103 1.96 6106.62 5.07 0.00 103 0.71 2223.59 4.50 0.00 104 1.98 6225.20 5.17 0.00 104 0.72 2266.77 4.59 0.00 105 2.00 6344.91 5.27 0.00 105 0.73 2310.36 4.68 0.00 106 2.01 6465.77 5.37 0.00 106 0.73 2354.37 4.77 0.00 107 2.03 6587.76 5.47 0.00 107 0.74 2398.79 4.86 0.00 108 2.05 6710.90 5.57 0.00 108 0.75 2443.63 4.95 0.00 109 2.07 6835.18 5.67 0.00 109 0.75 2488.88 5.04 0.00 110 2.09 6960.59 5.78 0.00 110 0.76 2534.55 5.13 0.00 111 2.11 7087.15 5.88 0.00 111 0.77 2580.63 5.22 0.00 112 2.13 7214.84 5.99 0.00 112 0.77 2627.13 5.32 0.00 113 2.15 7343.68 6.10 0.10 113 0.78 2674.04 5.41 0.00 114 2.17 7467.66 6.20 0.48 114 0.79 2721.37 5.51 0.00 115 2.19 7569.97 6.28 0.93 115 0.80 2769.11 5.61 0.00 116 2.20 7646.43 6.35 1.26 116 0.80 2817.27 5.70 0.00 117 2.22 7704.23 6.40 1.54 117 0.81 2865.84 5.80 0.00 118 2.24 7746.36 6.43 1.74 118 0.82 2914.83 5.90 0.00 119 2.26 7777.64 6.46 1.90 119 0.82 2964.23 6.00 0.00 120 2.28 7800.46 6.48 2.02 120 0.83 3014.05 6.10 0.10 121 2.30 7817.22 6.49 2.11 121 0.84 3058.29 6.19 0.48 122 2.32 7829.72 6.50 2.17 122 0.84 3080.14 6.24 0.66 123 2.34 7839.75 6.51 2.23 123 0.85 3091.60 6.26 0.81 124 2.36 7847.33 6.51 2.27 124 0.86 3094.48 6.26 0.81 125 2.38 7853.65 6.52 2.31 125 0.86 3097.78 6.27 0.81 126 2.39 7858.71 6.52 2.33 126 0.87 3101.49 6.28 0.81 127 2.41 7863.71 6.53 2.37 127 0.88 3105.61 6.29 0.93 128 2.43 7867.45 6.53 2.39 128 0.89 3102.95 6.28 0.81 129 2.45 7871.12 6.53 2.40 129 0.89 3107.91 6.29 0.93 130 2.47 7875.34 6.54 2.43 130 0.90 3106.08 6.29 0.93 131 2.49 7878.90 6.54 2.45 131 0.91 3104.66 6.28 0.93 132 2.51 7882.40 6.54 2.47 132 0.91 3103.67 6.28 0.81 133 2.53 7885.84 6.55 2.49 133 0.92 3110.28 6.30 0.96 134 2.55 7889.22 6.55 2.51 134 0.93 3108.31 6.29 0.93 135 2.57 7892.54 6.55 2.53 135 0.93 3108.56 6.29 0.93 136 2.58 7895.80 6.55 2.54 136 0.94 3109.22 6.29 0.93 137 2.60 7899.60 6.56 2.57 137 0.95 3110.30 6.30 0.96 138 2.62 7902.74 6.56 2.58 138 0.95 3109.99 6.30 0.96 Page 2 of 11 Area A Area B Duration Inflow Reservoir Reservoir Outflow Duration Inflow Reservoir Reservoir Outflow (mm) (cfs) Storage (ci) Elevation (ft) (cis) (mm) (cfs) Storage (ci) Elevation (ft) (cfs) 139 2.64 7906.42 6.56 2.61 139 0.96 3110.10 6.30 0.96 140 2.66 7909.44 6.57 2.62 140 0.97 3110.62 6.30 0.96 141 2.68 7913.00 6.57 2.65 141 0.98 3111.56 6.30 0.96 142 2.70 7915.90 6.57 2.66 142 0.98 3112.91 6.30 0.96 143 2.72 7919.34 6.57 2.68 143 0.99 3114.68 6.31 1.02 144 2.74 7922.72 6.58 2.71 144 1.00 3113.26 6.30 1.02 145 2.76 7925.45 6.58 2.72 145 1.00 3112.26 6.30 0.96 146 2.77 7928.71 6.58 2.74 146 1.01 3115.27 6.31 1.02 147 2.79 7931.91 6.58 2.76 147 1.02 3115.10 6.31 1.02 148 2.81 7935.05 6.59 2.77 148 1.02 3115.34 6.31 1.02 149 2.83 7938.73 6.59 2.80 149 1.03 3116.00 6.31 1.02 150 2.85 7941.75 6.59 2.81 150 1.04 3117.07 6.31 1.02 151 2.87 7945.32 6.60 2.82 151 1.04 3118.56 6.31 1.02 152 2.89 7949.42 6.60 2.82 152 1.05 3120.47 6.32 1.10 153 2.91 7954.66 6.60 2.82 153 1.06 3117.99 6.31 1.02 154 2.93 7961.04 6.61 2.86 154 1.07 3120.72 6.32 1.10 155 2.95 7966.16 6.61 2.92 155 1.07 3119.07 6.31 1.02 156 2.96 7968.83 6.62 2.94 156 1.08 3122.64 6.32 1.10 157 2.98 7971.43 6.62 2.98 157 1.09 3121.82 6.32 1.10 158 3.00 7972.77 6.62 2.99 158 1.09 3121.41 6.32 1.10 159 3.02 7974.66 6.62 2.99 159 1.10 3121.42 6.32 1.10 160 3.04 7977.68 6.62 3.00 160 1.11 3121.85 6.32 1.10 161 3.06 7981.24 6.63 3.04 161 1.11 3122.69 6.32 1.10 162 3.08 7983.55 6.63 3.04 162 1.12 3123.94 6.32 1.10 163 3.10 7986.99 6.63 3.07 163 1.13 3125.61 6.33 1.15 164 3.12 7989.78 6.63 3.07 164 1.13 3124.70 6.33 1.10 165 3.14 7993.70 6.64 3.11 165 1.14 3127.20 6.33 1.15 166 3.15 7996.36 6.64 3.13 166 1.15 3127.12 6.33 1.15 167 3.17 7998.97 6.64 3.13 167 1.16 3127.45 6.33 1.15 168 3.19 8002.71 6.64 3.16 168 1.16 3128.20 6.33 1.15 169 3.21 8005.80 6.65 3.19 169 1.17 3129.36 6.33 1.19 170 3.23 8008.22 6.65 3.19 170 1.18 3128.53 6.33 1.15 171 3.25 8011.79 6.65 3.20 171 1.18 3130.53 6.34 1.19 172 3.27 8015.89 6.65 3.24 172 1.19 3130.53 6.34 1.19 173 3.29 8018.74 6.66 3.26 173 1.20 3130.96 6.34 1.19 174 3.31 8021.52 6.66 3.28 174 1.20 3131.79 6.34 1.22 175 3.33 8024.25 6.66 3.30 175 1.21 3131.25 6.34 1.19 176 3.34 8026.91 6.66 3.30 176 1.22 3132.92 6.34 1.22 177 3.36 8030.72 6.67 3.34 177 1.22 3133.20 6.34 1.22 178 3.38 8033.27 6.67 3.36 178 1.23 3133.90 6.34 1.25 179 3.40 8035.75 6.67 3.36 179 1.24 3133.21 6.34 1.22 180 3.42 8039.38 6.67 3.40 180 1.25 3134.74 6.35 1.25 181 3.44 8041.74 6.68 3.40 181 1.25 3134.88 6.35 1.25 182 3.46 8045.25 6.68 3.43 182 1.26 3135.44 6.35 1.25 183 3.48 8048.10 6.68 3.43 183 1.27 3136.42 6.35 1.26 184 3.50 8052.08 6.68 3.47 184 1.27 3137.20 6.35 1.28 185 3.52 8054.81 6.69 3.49 185 1.28 3137.21 6.35 1.28 186 3.53 8057.48 6.69 3.51 186 1.29 3137.63 6.35 1.28 187 3.55 8060.09 6.69 3.51 187 1.29 3138.46 6.35 1.29 188 3.57 8063.83 6.69 3.55 188 1.30 3139.11 6.35 1.29 189 3.59 8066.32 6.70 3.56 189 1.31 3140.18 6.36 1.31 190 3.61 8069.35 6.70 3.59 190 1.31 3140.46 6.36 1.31 191 3.63 8071.72 6.70 3.59 191 1.32 3141.15 6.36 1.32 192 3.65 8075.22 6.70 3.60 192 1.33 3141.66 6.36 1.32 193 3.67 8079.27 6.71 3.65 193 1.34 3142.59 6.36 1.34 194 3.69 8081.46 6.71 3.66 194 1.34 3142.73 6.36 1.34 195 3.71 8084.19 6.71 3.68 195 1.35 3143.29 6.36 1.35 196 3.72 8086.86 6.71 3.70 196 1.36 3143.66 6.36 1.35 197 3.74 8089.47 6.72 3.70 197 1.36 3144.44 6.37 1.36 198 3.76 8093.22 6.72 3.74 198 1.37 3145.05 6.37 1.37 199 3.78 8095.71 6.72 3.76 199 1.38 3145.46 6.37 1.37 200 3.80 8098.13 6.72 3.76 200 1.38 3146.29 6.37 1.38 201 3.82 8101.70 6.73 3.79 201 1.39 3146.94 6.37 1.39 202 3.84 8104.61 6.73 3.82 202 1.40 3147.40 6.37 1.39 203 3.86 8106.86 6.73 3.82 203 1.40 3148.28 6.37 1.40 204 3.88 8110.25 6.73 3.83 204 1.41 3148.97 6.37 1.41 205 3.90 8114.18 6.74 3.87 205 1.42 3149.48 6.38 1.42 206 3.91 8116.85 6.74 3.89 206 1.43 3149.80 6.38 1.42 207 3.93 8119.46 6.74 3.91 207 1.43 3150.54 6.38 1.43 208 3.95 8122.01 6.74 3.93 208 1.44 3151.09 6.38 143 209 3.97 8124.50 6.74 3.93 209 1.45 3152.06 6.38 1:45 210 3.99 8128.13 6.75 3.97 210 1.45 3152.25 6.38 1.45 211 4.01 8130.51 6.75 3.99 211 1.46 3152.84 6.38 1.46 212 4.03 8132.82 6.75 3.99 212 1.47 3153.26 6.38 1.46 213 4.05 8136.27 6.75 4.02 213 1.47 3154.09 6.38 1.47 214 4.07 8139.06 6.76 4.02 214 1.48 3154.73 6.39 1.48 Page 3 of 11 Area A Area B Duration Inflow Reservoir Reservoir Outflow Duration Inflow Reservoir Reservoir Outflow (mm) (cfs) Storage (cf) Elevation (ft) (cfs) (mm) (cfs) Storage (ci) Elevation (ft) (cfs) 215 4.09 8142.99 6.76 4.06 215 1.49 3155.19 6.39 1.49 216 4.10 8145.66 6.76 4.08 216 1.49 3155.46 6.39 1.49 217 4.12 8148.27 6.76 4.10 217 1.50 3156.15 6.39 1.49 218 4.14 8150.82 6.77 4.12 218 1.51 3157.26 6.39 1.51 219 4.16 8153.32 6.77 4.12 219 1.52 3157.58 6.39 1.51 220 4.18 8156.95 6.77 4.16 220 1.52 3158.31 6.39 1.52 221 4.20 8159.32 6.77 4.18 221 1.53 3158.86 6.39 1.53 222 4.22 8161.63 6.78 4.20 222 1.54 3159.23 6.40 1.53 223 4.24 8163.89 6.78 4.20 223 1.54 3160.01 6.40 1.54 224 4.26 8167.28 6.78 4.21 224 1.55 3160.60 6.40 1.55 225 4.28 8171.21 6.78 4.25 225 1.56 3161.02 6.40 1.55 226 4.29 8173.88 6.79 4.27 226 1.56 3161.84 6.40 1.56 227 4.31 8176.50 6.79 4.29 227 1.57 3162.48 6.40 1.57 228 4.33 8179.05 6.79 4.31 228 1.58 3162.94 6.40 1.58 229 4.35 8181.54 6.79 4.31 229 1.58 316321 6.40 1.58 230 4.37 8185.18 6.79 4.35 230 1.59 3163.90 6.40 1.58 231 4.39 8187.55 6.80 4.37 231 1.60 3165.00 6.41 1.60 232 4.41 8189.87 6.80 4.39 232 1.61 3165.32 6.41 1.60 233 4.43 8192.12 6.80 4.41 233 1.61 3166.05 6.41 1.61 234 4.45 8194.31 6.80 4.43 234 1.62 3166.59 6.41 1.62 235 4.47 8196.45 6.80 4.43 235 1.63 3166.96 6.41 1.62 236 4.48 8199.72 6.81 4.44 236 1.63 3167.73 6.41 1.63 237 4.50 8203.54 6.81 4.45 237 1.64 3168.33 6.41 1.64 238 4.52 8207.89 6.81 4.50 238 1.65 3168.73 6.41 1.64 239 4.54 8210.39 6.82 4.54 239 1.65 3169.56 6.42 1.65 240 4.56 8211.62 6.82 4.54 240 1.66 3170.20 6.42 1.66 241 4.58 8214.00 6.82 4.56 241 1.67 3170.65 6.42 1.67 242 4.60 8216.31 6.82 4.56 242 1.67 3170.92 6.42 1.67 243 4.62 8219.77 6.82 4.62 243 1.68 3171.60 6.42 1.67 244 4.64 8220.76 6.82 4.62 244 1.69 3172.70 6.42 1.69 245 4.66 8222.90 6.83 4.63 245 1.70 3173.01 6.42 1.70 246 4.67 8225.58 6.83 4.64 246 1.70 3173.14 6.42 1.70 247 4.69 8228.79 6.83 4.66 247 1.71 3173.69 6.42 1.70 248 4.71 8231.95 6.83 4.66 248 1.72 3174.65 6.43 1.72 249 4.73 8236.24 6.84 4.72 249 1.72 3174.82 6.43 1.72 250 4.75 8238.08 6.84 4.74 250 1.73 3175.41 6.43 1.72 251 4.77 8239.86 6.84 4.75 251 1.74 3176.42 6.43 1.74 252 4.79 8242.17 6.84 4.77 252 1.74 3176.64 6.43 1.74 253 4.81 8244.43 6.84 4.77 253 1.75 3177.27 6.43 1.75 254 4.83 8247.83 6.85 4.79 254 1.76 3177.72 6.43 1.75 255 4.85 8251.16 6.85 4.82 255 1.76 3178.59 6.43 1.76 256 4.86 8253.84 6.85 4.85 256 1.77 3179.27 6.44 1.77 257 4.88 8255.86 6.85 4.86 257 1.78 3179.76 6.44 1.78 258 4.90 8258.42 6.86 4.86 258 1.79 3180.07 6.44 1.78 259 4.92 8262.12 6.86 4.90 259 1.79 3180.80 6.44 1.79 260 4.94 8264.55 6.86 4.92 260 1.80 3181.34 6.44 1.80 261 4.96 8266.93 6.86 4.94 261 1.81 3181.70 6.44 1.80 262 4.98 8269.25 6.86 4.96 262 1.81 3182.47 6.44 1.81 263 5.00 8271.51 6.87 4.98 263 1.82 3183.06 6.44 1.82 264 5.02 8273.71 6.87 4.99 264 1.83 3183.46 6.44 1.82 265 5.04 8276.45 6.87 4.99 265 1.83 3184.28 6.45 1.83 266 5.05 8280.32 6.87 5.01 266 1.84 3184.91 6.45 1.84 267 5.07 8284.14 6.88 5.05 267 1.85 3185.36 6.45 1.85 268 5.09 8286.70 6.88 5.07 268 1.85 3185.62 6.45 1.85 269 5.11 8289.20 6.88 5.10 269 1.86 3186.30 6.45 1.86 270 5.13 8291.04 6.88 5.11 270 1.87 3186.79 6.45 1.87 271 5.15 8293.42 6.88 5.13 271 1.88 3187.10 6.45 1.87 272 5.17 8295.74 6.89 5.13 272 1.88 3187.82 6.45 1.88 273 5.19 8299.20 6.89 5.17 273 1.89 3188.36 6.45 1.89 274 5.21 8301.40 6.89 5.19 274 1.90 3188.71 6.45 1.89 275 5.23 8303.54 6.89 5.20 275 1.90 3189.48 6.46 1.90 276 5.24 8306.22 6.90 5.20 276 1.91 3190.07 6.46 1.91 277 5.26 8310.04 6.90 5.24 277 1.92 3190.46 6.46 1.91 278 5.28 8312.60 6.90 5.26 278 1.92 3191.28 6.46 1.92 279 5.30 8315.10 6.90 5.28 279 1.93 3191.91 6.46 1.93 280 5.32 8317.54 6.90 5.30 280 1.94 3192.35 6.46 1.94 281 5.34 8319.92 6.91 5.32 281 1.94 3192.61 6.46 1.94 282 5.36 8322.25 6.91 5.34 282 1.95 3193.29 6.46 1.95 283 5.38 8324.51 6.91 5.36 283 1.96 3193.78 6.47 1.96 284 5.40 8326.71 6.91 5.36 284 1.97 3194.08 6.47 1.96 285 5.42 8330.05 6.92 5.40 285 1.97 3194.80 6.47 1.97 286 5.43 8332A3 6.92 5.41 286 1.98 3195.34 6.47 1.97 287 5.45 8334.75 6.92 5.41 287 1.99 3196.29 6.47 1.99 288 5.47 8338.52 6.92 5.46 288 1.99 3196.45 6.47 1.99 289 5.49 8340.42 6.92 5.47 289 2.00 3197.03 6.47 2.00 290 5.51 8342.86 6.93 5.49 290 2.01 3197.43 6.47 2.00 Page 4 of 11 Area A Area B Duration Inflow Reservoir Reservoir Outflow Duration Inflow Reservoir Reservoir Outflow (mm) (cfs) Storage (Ct) Elevation (ft) (cfs) (mm) (cfs) Storage (cf) Elevation (ft) (cfs) 291 5.53 8345.24 6.93 5.51 291 2.01 3198.24 6.47 2.01 292 5.55 8347.56 6.93 5.51 292 2.02 3198.87 6.48 2.02 293 5.57 8351.03 6.93 5.55 293 2.03 3199.31 6.48 2.03 294 5.59 8353.23 6.93 5.57 294 2.03 3199.57 6.48 2.03 295 5.61 8355.37 6.94 5.59 295 2.04 3200.24 6.48 2.04 296 5.62 8357.46 6.94 5.60 296 2.05 3200.73 6.48 2.04 297 5.64 8360.08 6.94 5.60 297 2.06 3201.63 6.48 2.06 298 5.66 8363.84 6.94 5.62 298 2.06 3201.75 6.48 2.06 299 5.68 8367.55 6.95 5.68 299 2.07 3202.28 6.48 2.06 300 5.70 8368.79 6.95 5.69 300 2.08 3203.23 6.48 2.08 301 5.72 8370.58 6.95 5.69 301 2.08 3203.39 6.48 2.08 302 5.74 8373.50 6.95 5.72 302 2.09 3203.97 6.49 2.08 303 5.76 8375.76 6.95 5.74 303 2.10 3204.96 6.49 2.10 304 5.78 8377.97 6.95 5.74 304 2.10 3205.17 6.49 2.10 305 5.80 8381.31 6.96 5.78 305 2.11 3205.79 6.49 2.11 306 5.81 8383.40 6.96 5.78 306 2.12 3206.23 6.49 2.11 307 5.83 8386.62 6.96 5.82 307 2.12 3207.08 6.49 2.13 308 5.85 8388.59 6.96 5.83 308 2.13 3207.15 6.49 2.13 309 5.87 8391.09 6.97 5.83 309 2.14 3207.64 6.49 2.13 310 5.89 8394.74 6.97 5.88 310 2.14 3208.54 6.50 2.15 311 5.91 8396.52 6.97 5.89 311 2.15 3208.65 6.50 2.15 312 5.93 8398.85 6.97 5.91 312 2.16 3209.18 6.50 2.15 313 5.95 8401.11 6.97 5.93 313 2.17 3210.12 6.50 2.17 314 5.97 8403.32 6.98 5.93 314 2.17 3210.28 6.50 2.17 315 5.99 8406.67 6.98 5.97 315 2.18 3210.86 6.50 2.17 316 6.00 8408.75 6.98 5.98 316 2.19 3211.85 6.50 2.19 317 6.02 8411.38 6.98 6.01 317 2.19 3212.06 6.50 2.19 318 6.04 8413.34 6.98 6.02 318 2.20 3212.68 6.50 2.20 319 6.06 8415.85 6.99 6.02 319 2.21 3213.11 6.50 2.21 320 6.08 8419.50 6.99 6.07 320 2.21 3213.36 6.50 2.21 321 6.10 8421.28 6.99 6.08 321 2.22 3214.03 6.51 2.22 322 6.12 8423.61 6.99 6.10 322 2.23 3214.51 6.51 2.22 323 6.14 8425.88 6.99 6.10 323 2.23 3215.41 6.51 2.24 324 6.18 8429.29 7.00 6.14 324 2.24 3215.52 6.51 2.24 325 6.18 8431.43 7.00 6.16 325 2.25 3216.04 6.51 2.24 326 6.19 8433.52 7.00 6.16 326 2.26 3216.99 6.51 2.26 327 6.21 8436.75 7.00 6.19 327 2.26 3217.14 6.51 2.26 328 6.23 8439.32 7.01 6.21 328 2.27 3217.71 6.51 2.26 329 6.25 8441.82 7.01 6.24 329 2.28 3218.70 6.52 2.28 330 6.27 8443.67 7.01 6.25 330 2.28 3218.90 6.52 2.29 331 6.29 8446.06 7.01 6.27 331 2.29 3218.92 6.52 2.29 332 6.31 8448.39 7.01 6.29 332 2.30 3219.36 6.52 2.29 333 6.33 8450.66 7.02 8.31 333 2.30 3220.20 6.52 2.30 334 6.35 8452.87 7.02 6.33 334 2.31 3220.87 6.52 2.31 335 6.37 8455.02 7.02 6.33 335 2.32 3221.34 6.52 2.32 336 6.38 8458.31 7.02 6.37 336 2.32 3221.64 6.52 2.33 337 6.40 8460.33 7.02 6.37 337 2.33 3221.75 6.52 2.33 338 6.42 8463.50 7.03 6.40 338 2.34 3222.27 6.52 2.33 339 6.44 8466.01 7.03 6.42 339 2.35 3223.21 6.52 2.35 340 6.46 8468.46 7.03 6.45 340 2.35 3223.36 6.53 2.35 341 6.48 8470.25 7.03 6.46 341 2.36 3223.93 6.53 2.35 342 6.50 8472.58 7.03 6.46 342 2.37 3224.92 6.53 2.37 343 6.52 8476.05 7.04 6.50 343 2.37 3225.12 6.53 2.37 344 6.54 8478.26 7.04 6.52 344 2.38 3225.73 6.53 2.38 345 6.56 8480.41 7.04 6.54 345 2.39 3226.16 6.53 2.38 346 6.57 8482.50 7.04 6.56 346 2.39 3227.01 6.53 2.40 347 6.59 8484.53 7.04 6.58 347 2.40 3227.07 6.53 2.40 348 6.61 8486.51 7.05 6.58 348 2.41 3227.54 8.53 2.40 349 6.63 8489.62 7.05 6.62 349 2.41 3228.43 6.54 2.41 350 6.65 8491.47 7.05 6.63 350 2.42 3229.14 6.54 2.42 351 6.67 8493.86 7.05 6.63 351 2.43 3229.66 6.54 2.43 352 6.69 8497.39 7.05 6.67 352 2.44 3229.99 6.54 2.43 353 6.71 8499.66 7.06 6.69 353 2.44 3230.74 6.54 2.45 354 6.73 8501.87 7.06 6.69 354 2.45 3230.71 6.54 2.45 355 6.75 8505.22 7.06 6.73 355 2.46 3231.09 6.54 2.45 356 6.76 8507.32 7.06 6.75 356 2.46 3231.89 6.54 2.46 357 6.78 8509.35 7.06 6.77 357 2.47 3232.50 6.54 2.46 358 6.80 8511.32 7.07 6.77 358 2.48 3233.53 6.55 2.48 359 6.82 8514.43 7.07 6.80 359 2.48 3233.77 6.55 2.49 360 6.84 8516.89 7.07 6.82 360 2.49 3233.83 6.55 2.49 361 6.86 8519.28 7.07 6.82 361 2.50 3234.30 6.55 2.50 362 6.88 8522.81 7.08 6.86 362 2.50 3234.59 6.55 2.50 363 6.90 8525.08 7.08 6.88 363 2.51 3235.29 6.55 2.51 364 6.92 8527.30 7.08 6.90 364 2.52 3235.81 6.55 2.51 365 6.94 8529.45 7.08 6.92 365 2.53 3236.74 6.55 2.53 366 6.95 8531.54 7.08 6.94 366 2.53 3236.89 6.55 2.53 Page 5 of 11 Area A Area B Duration Inflow Reservoir Reservoir Outflow Duration Inflow Reservoir Reservoir Outflow (mm) (cfs) Storage (cf) Elevation (ft) (cfs) (mm) (cfs) Storage (Ct) Elevation (ft) (cfs) 367 6.97 8533.58 7.08 6.96 367 . 2.54 3237.45 6.55 2.53 368 6.99 8535.55 7.09 6.98 368 2.55 3238.43 6.56 2.56 369 7.01 8537.47 7.09 6.99 369 2.55 3238.02 6.55 2.54 370 7.03 8539.92 7.09 7.01 370 2.56 3239.23 6.56 2.56 371 7.05 8542.31 7.09 7.04 371 2.57 3239.66 6.56 2.57 372 7.07 8544.05 7.09 7.04 372 2.57 3239.90 6.56 2.57 373 7.09 8546.92 7.10 7.05 373 2.58 3240.55 6.56 2.58 374 7.11 8550.34 7.10 7.09 374 2.59 3241.02 6.56 2.59 375 7.13 8552.49 7.10 7.11 375 2.59 3241.30 6.56 2.59 376 7.14 8554.59 7.10 7.13 376 2.60 3242.00 6.56 2.61 377 7.16 8556.62 7.10 7.15 377 2.61 3241.92 6.56 2.61 378 7.18 8558.60 7.10 7.17 378 2.62 3242.25 6.56 2.61 379 7.20 8560.51 7.11 7.17 379 2.62 3242.99 6.56 2.62 380 7.22 8563.57 . 7.11 7.20 380 2.63 3243.55 6.57 2.62 381 7.24 8565.96 7.11 7.22 381 2.64 3244.53 6.57 2.64 382 7.26 8568.30 7.11 7.22 382 2.64 3244.72 6.57 2.64 383 7.28 8571.78 7.12 7.26 383 2.65 3245.33 6.57 2.65 384 7.30 8573.99 7.12 7.28 384 2.66 3245.75 6.57 2.65 385 7.32 8576.15 7.12 7.30 385 2.66 3246.58 6.57 2.67 386 7.33 8578.24 7.12 7.32 386 2.67 3246.64 6.57 2.67 387 7.35 8580.28 7.12 7.34 387 2.68 3247.10 6.57 2.67 388 7.37 8582.26 7.12 7.34 388 2.68 3247.98 6.57 2.69 389 7.39 8585.37 7.13 7.38 389 2.69 3248.08 6.58 2.69 390 7.41 8587.23 7.13 7.39 390 2.70 3248.59 6.58 2.69 391 7.43 8589.63 7.13 7.41 391 2.71 3249.52 6.58 2.71 392 7.45 8591.96 7.13 7.41 392 2.71 3249.66 6.58 2.71 393 7.47 8595.44 7.14 7.43 393 2.72 3250.22 6.58 2.72 394 7.49 8598.86 7.14 7.50 394 2.73 3250.59 6.58 2.72 395 7.51 8599.22 7.14 7.50 395 2.73 3251.38 6.58 2.74 396 7.52 8600.72 7.14 7.50 396 2.74 3251.38 6.58 2.74 397 7.54 8603.35 7.14 7.53 397 2.75 3251.80 6.58 2.74 398 7.56 8605.33 7.14 7.55 398 2.75 3252.63 6.58 2.75 399 7.58 8607.25 7.15 7.57 399 2.76 3253.28 6.59 2.77 400 7.60 8609.11 7.15 7.57 400 2.77 3253.15 6.59 2.76 401 7.62 8612.11 7.15 7.58 401 2.77 3254.02 6.59 2.77 402 7.64 8615.65 7.15 7.62 402 2.78 3254.72 6.59 2.79 403 7.66 8617.92 7.15 7.64 403 2.79 3254.63 6.59 2.79 404 7.68 8620.14 7.16 7.66 404 2.80 3254.95 6.59 2.79 405 7.70 8622.30 7.16 7.68 405 2.80 3255.69 6.59 2.80 406 7.71 8624.40 7.16 7.70 406 2.81 3256.25 6.59 2.81 407 7.73 8626.44 7.16 7.72 407 2.82 3256.62 6.59 2.81 408 7.75 8628.42 7.16 7.72 408 2.82 3257.40 6.59 2.82 409 7.77 8631.54 7.17 7.76 409 2.83 3258.00 6.60 2.82 410 7.79 8633.40 7.17 7.77 410 2.82 3258.18 6.60 2.82 411 7.81 8635.80 7.17 7.79 411 2.82 3257.95 6.60 2.82 412 7.79 8635.86 7.17 7.79 412 2.81 3257.31 6.59 2.82 413 7.77 8634.78 7.17 7.77 413 2.80 3256.25 6.59 2.81 414 7.75 8633.76 7.17 7.77 414 2.80 3255.37 6.59 2.79 415 7.73 8631.60 7.17 7.76 415 2.79 3255.28 6.59 2.79 416 7.71 8628.90 7.16 7.74 416 2.78 3254.78 6.59 2.79 417 7.70 8626.26 7.16 7.72 417 2.77 3253.85 6.59 2.77 418 7.68 8623.68 7.16 7.68 418 2.77 3253.72 6.59 2.77 419 7.66 8622.35 7.16 7.68 419 2.76 3253.17 6.59 2.76 420 7.64 8619.89 7.16 7.66 420 2.75 3252.80 6.58 2.76 421 7.62 8617.49 7.15 7.64 421 2.75 3252.02 6.58 2.74 422 7.60 8615.15 7.15 7.62 422 2.74 3252.02 6.58 2.74 423 7.58 8612.87 7.15 7.60 423 2.73 3251.61 6.58 2.74 424 7.56 8610.65 7.15 7.58 424 2.73 3250.78 6.58 2.73 425 7.54 8608.48 7.15 7.57 425 2.72 3250.14 6.58 2.72 426 7.52 8605.78 7.14 7.55 426 2.71 3249.68 6.58 2.71 427 7.51 8603.14 7.14 7.53 427 2.71 3249.41 6.58 2.71 428 7.49 8600.56 7.14 7.50 428 2.70 3248.72 6.58 2.69 429 7.47 8598.64 7.14 7.50 429 2.69 3248.82 6.58 2.69 430 7.45 8595.57 7.14 7.43 430 2.68 3248.50 6.58 2.69 431 7.43 8595.57 7.14 7.43 431 2.68 3247.76 6.57 2.69 432 7.41 8594.43 7.13 7.43 432 2.67 3246.62 6.57 2.67 433 7.39 8592.14 7.13 7.43 433 2.66 3246.25 6.57 2.66 434 7.37 8588.72 7.13 7.39 434 2.66 3246.07 6.57 2.66 435 7.35 8586.56 7.13 7.39 435 2.65 3245.48 6.57 2.65 436 7.33 8583.25 7.13 7.36 436 2.64 3245.07 6.57 2.65 437 7.32 8580.61 7.12 7.34 437 2.64 3244.25 6.57 2.63 438 7.30 8578.02 7.12 7.32 438 2.63 3244.21 6.57 2.63 439 7.28 8575.50 7.12 7.30 439 2.62 3243.75 6.57 2.63 440 7.26 8573.04 7.12 7.26 440 2.62 3242.88 6.56 2.62 441 7.24 8571.83 7.12 7.26 441 2.61 3242.20 6.56 2.61 442 7.22 8569.49 7.11 7.24 442 2.60 3241.70 6.56 2.60 Page 6 of 11 Area A Area B Duration Inflow Reservoir Reservoir Outflow Duration Inflow Reservoir Reservoir Outflow (mm) (cfs) Storage (ci) Elevation (if) (cis) (mm) (cfs) Storage (ci) Elevation (ft) (cfs) 443 7.20 8567.20 7.11 7.22 443 2.59 3241.38 6.56 2.59 444 7.18 8564.98 7.11 7.20 444 2.59 3241.25 6.56 2.59 445 7.16 8562.81 7.11 7.20 445 2.58 3240.70 6.56 2.58 446 7.14 8559.51 7.11 7.17 446 2.57 3240.34 6.56 2.58 447 7.13 8556.86 7.10 7.15 447 2.57 3239.57 6.56 2.57 448 7.11 8554.28 7.10 7.13 448 2.56 3238.98 6.56 2.56 449 7.09 8551.75 7.10 7.09 449 2.55 3238.57 6.56 2.56 450 7.07 8550.49 7.10 7.09 450 2.55 3237.75 6.55 2.54 451 7.05 8548.08 7.10 7.07 451 2.54 3237.71 6.55 2.54 452 7.03 8545.73 7.09 7.05 452 2.53 3237.26 6.55 2.53 453 7.01 8543.45 7.09 7.04 453 2.53 3236.99 6.55 2.53 454 6.99 8540.62 7.09 7.01 454 2.52 3236.31 6.55 2.52 455 6.97 8538.46 7.09 6.99 455 2.51 3235.81 6.55 2.51 456 6.95 8536.35 7.09 6.98 456 2.50 3235.50 6.55 2.51 457 6.94 8533.70 7.08 6.96 457 2.50 3234.77 6.55 2.50 458 6.92 8531.12 7.08 6.94 458 2.49 3234.23 6.55 2.50 459 6.90 8528.59 7.08 6.92 459 2.48 3233.27 6.55 2.48 460 6.88 8526.12 7.08 6.90 460 2.48 3233.10 6.54 2.48 461 6.86 8523.71 7.08 6.88 461 2.47 3232.51 6.54 2.46 462 6.84 8521.37 7.07 6.86 462 2.46 3232.71 6.54 2.47 463 6.82 8519.08 7.07 6.82 463 2.46 3231.89 6.54 2.46 464 6.80 8518.05 7.07 6.82 464 2.45 3231.26 6.54 2.45 465 6.78 8515.88 7.07 6.82 465 2.44 3230.81 6.54 2.45 466 6.76 8512.58 7.07 6.79 466 2.44 3229.94 6.54 2.43 467 6.75 8509.93 7.06 6.77 467 2.43 3229.86 6.54 2.43 468 6.73 8507.34 7.06 6.75 468 2.42 3229.37 6.54 2.42 469 6.71 8504.81 7.06 6.73 469 2.41 3229.06 6.54 2.42 470 6.69 8502.34 7.06 6.69 470 2.41 3228.33 6.54 2.41 471 6.67 8501.13 7.06 6.69 471 2.40 3227.79 6.53 2.40 472 6.65 8498.78 7.06 6.67 472 2.39 3227.44 6.53 2.40 473 6.63 8496.49 7.05 6.65 473 2.39 3226.67 6.53 2.39 474 6.61 8494.27 7.05 6.63 474 2.38 3226.08 6.53 2.38 475 6.59 8492.10 7.05 6.63 475 2.37 3225.68 6.53 2.38 476 6.57 8488.79 7.05 6.59 476 2.37 3224.87 6.53 2.37 477 6.56 8486.74 7.05 6.58 477 2.36 3224.24 6.53 2.36 478 6.54 8484.15 7.04 6.56 478 2.35 3223.79 6.53 2.35 479 6.52 8481.62 7.04 6.54 479 2.35 3223.53 6.53 2.35 480 6.50 8479.15 7.04 6.52 480 2.34 3222.85 6.52 2.34 481 6.48 8476.74 7.04 6.50 481 2.33 3222.36 6.52 2.33 482 6.46 8474.39 7.04 6.48 482 2.32 3222.06 6.52 2.33 483 6.44 8472.10 7.03 6.46 483 2.32 3221.33 6.52 2.32 484 6.42 8469.87 7.03 6.46 484 2.31 3220.80 6.52 2.31 485 6.40 8466.49 7.03 6.42 485 2.30 3220.44 6.52 2.31 486 6.38 8464.38 7.03 6.40 486 2.30 3219.68 6.52 2.29 487 6.37 8462.33 7.03 6.39 487 2.29 3219.70 6.52 2.29 488 6.35 8459.74 7.02 6.37 488 2.28 3219.30 6.52 2.29 489 6.33 8457.21 7.02 6.35 489 2.28 3218.49 6.52 2.28 490 6.31 8454.74 7.02 6.33 490 2.27 3217.86 6.51 2.27 491 6.29 8452.33 7.02 6.31 491 2.26 3217.41 6.51 2.26 492 6.27 8449.98 7.01 6.29 492 2.26 3217.16 6.51 2.26 493 6.25 8447.68 7.01 6.29 493 2.25 3216.48 6.51 2.25 494 6.23 8444.25 7.01 6.25 494 2.24 3215.99 6.51 2.24 495 6.21 8442.08 7.01 6.24 495 2.23 3215.69 6.51 2.24 496 6.19 8439.37 7.01 6.21 496 2.23 3214.97 6.51 2.23 497 6.18 8437.31 7.00 6.19 497 2.22 3214.44 6.51 2.22 498 6.16 8435.32 7.00 6.19 498 2.21 3214.09 6.51 2.22 499 6.14 8432.19 7.00 6.16 499 2.21 3213.32 6.50 2.21 500 6.12 8429.72 7.00 6.14 500 2.20 3212.74 6.50 2.20 501 6.10 8427.30 7.00 6.12 501 2.19 3212.35 6.50 2.20 502 6.08 8424.95 6.99 6.10 502 2.19 3211.54 6.50 2.18 503 6.06 8422.66 6.99 6.08 503 2.18 3211.52 6.50 2.18 504 6.04 8420.42 6.99 6.07 504 2.17 3211.08 6.50 2.18 505 6.02 8417.65 6.99 6.04 505 2.17 3210.22 6.50 2.17 506 6.00 8415.53 6.99 6.02 506 2.16 3209.55 6.50 2.16 507 5.99 8413.48 6.98 6.02 507 2.15 3209.06 6.50 2.15 508 5.97 8410.29 6.98 5.98 508 2.14 3208.76 6.50 2.15 509 5.95 8408.35 6.98 5.98 509 2.14 3208.05 6.49 2.14 510 5.93 8405.28 6.98 5.95 510 2.13 3207.52 6.49 2.13 511 5.91 8402.86 6.98 5.93 511 2.12 3207.17 6.49 2.13 512 5.89 8400.51 6.97 5.91 512 2.12 3206.41 6.49 2.12 513 5.87 8398.21 6.97 5.89 513 2.11 3205.83 6.49 2.11 514 5.85 8395.98 6.97 5.89 514 2.10 3205.44 6.49 2.10 515 5.83 8392.60 6.97 5.85 515 2.10 3205.23 6.49 2.10 516 5.81 8390.49 6.97 5.83 516 2.09 3204.61 6.49 2.10 517 5.80 8388.43 6.96 5.83 517 2.08 3203.57 6.48 2.08 518 5.78 8385.24 6.96 5.79 518 2.08 3203.32 6.48 2.08 Page 7 of 11 Area A Area B Duration Inflow Reservoir Reservoir Outflow Duration Inflow Reservoir Reservoir Outflow (mm) (cfs) Storage (cf) Elevation (ft) (cfs) (mm) (cis) Storage (cf) Elevation (ft) (cfs) 519 5.76 8383.30 6.96 5.78 519 2.07 3202.65 6.48 2.07 520 5.74 8380.82 6.96 5.76 520 2.06 3202.17 6.48 2.06 521 5.72 8378.41 6.96 5.74 521 2.06 3201.87 6.48 2.06 522 5.70 8376.05 6.95 5.74 522 2.05 3201.16 6.48 2.05 523 5.68 8372.56 6.95 5.70 523 2.04 3200.63 6.48 2.04 524 5.66 8370.32 6.95 5.69 524 2.03 3200.29 6.48 2.04 525 5.64 8367.54 6.95 5.68 525 2.03 3199.53 6.48 2.03 526 5.62 8364.23 6.94 5.62 526 2.02 3198.96 6.48 2.02 527 5.61 8363.37 6.94 5.62 527 2.01 3198.57 6.47 2.01 528 5.59 8361.37 6.94 5.62 528 2.01 3198.37 6.47 2.01 529 5.57 8358.24 6.94 5.60 529 2.00 3197.75 6.47 2.01 530 5.55 8355.16 6.94 5.59 530 1.99 3196.71 6.47 1.99 531 5.53 8351.54 6.93 5.55 531 1.99 3196.46 6.47 1.99 532 5.51 8349.18 6.93 5.53 532 1.98 3195.80 6.47 1.98 533 5.49 8346.88 6.93 5.51 533 1.97 3195.32 6.47 1.97 534 5.47 8344.65 6.93 5.51 534 1.97 3195.02 6.47 1.97 535 5.45 8341.27 6.92 5.47 535 1.96 3194.31 6.47 1.97 536 5.43 8339.15 6.92 5.46 536 1.95 3193.19 6.46 1.95 537 5.42 8336.49 6.92 5.43 537 1.94 3192.85 6.46 1.95 538 5.40 8334.49 6.92 5.41 538 1.94 3192.09 6.46 1.93 539 5.38 8332.55 6.92 5.41 539 1.93 3192.12 6.46 1.93 540 5.36 8329.48 6.91 5.38 540 1.92 3191.74 6.46 1.93 541 5.34 8327.06 6.91 5.38 541 1.92 3190.93 6.46 1.92 542 5.32 8323.50 6.91 5.34 542 1.91 3190.32 6.46 1.91 543 5.30 8321.20 6.91 5.32 543 1.90 3189.89 6.46 1.90 544 5.28 8318.96 6.91 5.30 544 1.90 3189.64 6.46 1.90 545 5.26 8316.78 6.90 5.30 545 1.89 3188.98 6.46 1.90 546 5.24 8313.46 6.90 5.26 546 1.88 3187.90 6.45 1.88 547 5.23 8311.40 6.90 5.24 547 1.88 3187.61 6.45 1.88 548 5.21 8309.40 6.90 5.24 548 1.87 3186.90 6.45 1.87 549 5.19 8306.26 6.90 5.20 549 1.86 3186.38 6.45 1.86 550 5.17 8304.38 6.89 5.20 550 1.85 3186.04 6.45 1.86 551 5.15 8301.36 6.89 5.19 551 1.85 3185.29 6.45 1.85 552 5.13 8297.80 6.89 5.15 552 1.84 3184.72 6.45 1.84 553 5.11 8295.50 6.89 5.13 553 1.83 3184.34 6.45 1.83 554 5.09 8293.26 6.88 5.13 554 1.83 3184.14 6.45 1.83 555 5.07 8289.88 6.88 5.10 555 1.82 3183.53 6.44 1.83 556 5.05 8287.15 6.88 5.07 556 1.81 3182.50 6.44 1.81 557 5.04 8285.09 6.88 5.05 557 1.81 3182.26 6.44 1.81 558 5.02 8283.09 6.88 5.05 558 1.80 3181.60 6.44 1.80 559 5.00 8279.95 6.87 5.01 559 1.79 3181.13 6.44 1.79 560 4.98 8278.07 6.87 5.01 560 1.79 3180.84 6.44 1.79 561 4.96 8275.05 6.87 4.99 561 1.78 3180.13 6.44 1.78 562 4.94 8272.08 6.87 4.98 562 1.77 3179.61 6.44 1.77 563 4.92 8268.58 6.86 4.94 563 1.76 3179.28 6.44 1.77 564 4.90 8266.34 6.86 4.92 564 1.76 3178.53 6.43 1.76 565 4.88 8264.16 6.86 4.92 565 1.75 3177.96 6.43 1.76 566 4.86 8260.84 6.86 4.90 566 1.74 3176.98 6.43 1.74 567 4.85 8257.57 6.86 4.86 567 1.74 3176.79 6.43 1.74 568 4.83 8255.57 6.85 4.86 568 1.73 3176.18 6.43 1.74 569 4.81 8252.43 6.85 4.82 569 1.72 3175.15 6.43 1.72 570 4.79 8250.54 6.85 4.82 570 1.72 3174.91 6.43 1.72 571 4.77 8247.52 6.85 4.79 571 1.71 3174.26 6.43 1.71 572 4.75 8245.16 6.84 4.77 572 1.70 3173.79 6.42 1.70 573 4.73 8242.85 6.84 4.77 573 1.70 3173.50 6.42 1.70 574 4.71 8239.41 6.84 4.74 574 1.69 3172.80 6.42 1.69 575 4.69 8236.62 6.84 4.72 575 1.68 3172.28 6.42 1.68 576 4.67 8233.90 6.84 4.68 576 1.67 3171.95 6.42 1.68 577 4.66 8232.44 6.83 4.66 577 1.67 3171.20 6.42 1.67 578 4.64 8231.03 6.83 4.66 578 1.66 3170.64 6.42 1.67 579 4.62 8228.49 6.83 4.64 579 1.65 3169.67 6.42 1.65 580 4.60 8226.00 6.83 4.64 580 1.65 3169.47 6.42 1.65 581 4.58 8222.38 6.83 4.63 581 1.64 3168.87 6.41 1.65 582 4.56 8218.21 6.82 4.58 582 1.63 3167.84 6.41 1.63 583 4.54 8215.91 6.82 4.56 583 1.63 3167.61 6.41 1.63 584 4.52 8213.66 6.82 4.56 584 1.62 3166.95 6.41 1.62 585 4.50 8210.28 6.82 4.54 585 1.61 3166.48 6.41 1.61 586 4.48 8206.95 6.81 4.50 586 1.61 3166.20 6.41 1.61 587 4.47 8204.89 6.81 4.48 587 1.60 3165.50 6.41 1.60 588 4.45 8202.88 6.61 4.45 588 1.59 3164.99 6.41 1.60 589 4.43 8201.53 6.81 4.45 589 1.58 3164.06 6.40 1.59 590 4.41 8199.05 6.81 444 590 1.58 3163.32 6.40 1.58 591 4.39 8196.02 6.80 4.43 591 1.57 3162.76 6.40 1.57 592 4.37 8192.46 6.80 4.41 592 1.56 3162.38 6.40 1.57 593 4.35 8188.95 6.80 4.37 593 1.56 3161.60 6.40 1.56 594 4.33 8186.70 6.80 4.35 594 1.55 3160.99 6.40 1.55 Page 8 of 11 Area Area B Duration Inflow Reservoir Reservoir Outflow Duration Inflow Reservoir Reservoir Outflow (mm) (cfs) Storage (cf) Elevation (ft) (cfs) (mm) (cfs) Storage (cf) Elevation (ft) (cfs) 595 4.31 8184.52 6.79 4.35 595 1.54 3160.57 6.40 1.55 596 4.29 8181.19 6.79 4.31 596 1.54 3159.74 6.40 1.54 597 4.28 8179.12 6.79 4.31 597 1.53 3159.09 6.39 1.53 598 4.26 8175.91 6.79 4.27 598 1.52 3158.62 6.39 1.52 599 4.24 8173.97 6.79 4.27 599 1.52 3158.34 6.39 1.52 600 4.22 8170.88 6.78 4.25 600 1.51 3157.65 6.39 1.51 601 4.20 8167.85 6.78 4.23 601 1.50 3157.14 6.39 1.51 602 4.18 8164.88 6.78 4.21 602 1.49 3156.21 6.39 1.49 603 4.16 8161.98 6.78 4.20 603 1.49 3156.07 6.39 1.49 604 4.14 8158.53 6.77 4.16 604 1.48 3155.51 6.39 1.49 605 4.12 8156.34 6.77 4.16 605 1.47 3154.54 6.39 1.47 606 4.10 8153.01 6.77 4.12 606 1.47 3154.36 6.39 1.47 607 4.09 8150.94 6.77 4.12 607 1.46 3153.75 6.38 1.47 608 4.07 8147.73 6.76 4.08 608 1.45 3152.74 6.38 1.45 609 4.05 8145.78 6.76 4.08 609 1.45 3152.51 6.38 1.45 610 4.03 8142.69 6.76 4.06 610 1.44 3151.86 6.38 1.45 611 4.01 8139.67 6.76 4.04 611 1.43 3150.80 6.38 1.43 612 3.99 8136.70 6.75 4.02 612 1.43 3150.52 6.38 1.42 613 3.97 8133.79 6.75 4.00 613 1.42 3150.43 6.38 1.42 614 3.95 8130.94 6.75 3.99 614 1.41 3149.92 6.38 1.42 615 3.93 8127.55 6.75 3.97 615 1.40 3149.00 6.37 1.41 616 3.91 8124.22 6.74 3.93 616 1.40 3148.26 6.37 1.40 617 3.90 8122.15 6.74 3.93 617 1.39 3147.71 6.37 1.40 618 3.88 8118.94 6.74 3.89 618 1.38 3146.74 6.37 1.38 619 3.86 8116.99 6.74 3.89 619 1.38 3146.55 6.37 1.38 620 3.84 8113.90 6.74 3.87 620 1.37 3145.96 6.37 1.37 621 3.82 8110.87 6.73 3.85 621 1.36 3145.54 6.37 1.37 622 3.80 8107.89 6.73 3.83 622 1.36 3144.71 6.37 1.36 623 3.78 8104.98 6.73 3.82 623 1.35 3144.07 6.36 1.36 624 3.76 8101.53 6.73 3.77 624 1.34 3143.01 6.36 1.34 625 3.74 8099.94 6.72 3.77 625 1.34 3142.74 6.36 1.34 626 3.72 8097.21 6.72 3.76 626 1.33 3142.05 6.36 1.33 627 3.71 8093.94 6.72 3.74 627 1.32 3141.54 6.36 1.32 628 3.69 8090.73 6.72 3.72 628 1.31 3141.22 6.36 1.32 629 3.67 8087.58 6.71 3.70 629 1.31 3140.49 6.36 1.31 630 3.65 8084.48 6.71 3.68 630 1.30 3139.94 6.36 1.30 631 3.63 8081.45 6.71 3.66 631 1.29 3139.57 6.36 1.30 632 3.61 8078.48 6.71 3.65 632 1.29 3138.79 6.35 129 633 3.59 8074.97 6.70 3.60 633 1.28 3138.20 6.35 1.29 634 3.57 8073.31 6.70 3.60 634 1.27 3137.18 6.35 128 635 3.55 8070.52 6.70 3.59 635 1.27 3136.36 6.35 1.26 636 3.53 8067.19 6.70 3.56 636 1.26 3136.32 6.35 1.26 637 3.52 8064.52 6.69 3.55 637 1.25 3135.86 6.35 1.26 638 3.50 8061.30 6.69 3.53 638 125 3134.99 6.35 1.25 639 3.48 8058.15 6.69 3.51 639 1.24 3134.30 6.34 1.25 640 3.46 8055.06 6.69 3.49 640 1.23 313320 6.34 122 641 3.44 8052.02 6.68 3.47 641 1.22 3133.48 6.34 1.22 642 3.42 8049.05 6.68 3.45 642 1.22 3133.35 6.34 1.22 643 3.40 8046.13 6.68 3.43 643 1.21 3132.81 6.34 1.22 644 3.38 8043.28 6.68 3.41 644 1.20 3131.84 6.34 1.22 645 3.36 8040.49 6.67 3.40 645 1.20 3130.47 6.34 1.19 646 3.34 8037.15 6.67 3.37 646 1.19 3130.47 6.34 1.19 647 3.33 8034.48 6.67 3.36 647 1.18 3130.07 6.34 1.19 648 3.31 8031.26 6.67 3.34 648 1.18 3129.24 6.33 1.19 649 3.29 8028.11 6.66 3.32 649 1.17 3128.00 6.33 1.15 650 3.27 8025.01 6.66 3.30 650 1.16 3128.75 6.33 1.15 651 3.25 8021.98 6.66 328 651 1.16 3129.08 6.33 1.19 652 3.23 8019.00 6.66 3.26 652 1.15 3126.60 6.33 1.15 653 321 8016.09 6.65 324 653 1.14 3126.10 6.33 1.15 654 3.19 8013.23 6.65 3.22 654 1.13 3125.19 6.33 1.15 655 3.17 8010.44 6.65 320 655 1.13 3123.86 6.32 1.10 656 3.15 8007.70 6.65 3.19 656 1.12 3125.11 6.33 1.15 657 3.14 8004.42 6.64 3.16 657 1.11 3122.95 6.32 1.10 658 3.12 8001.81 6.64 3.14 658 1.11 3123.38 6.32 1.10 659 3.10 7999.25 6.64 3.14 659 1.10 3123.39 6.32 1.10 660 3.08 7995.56 6.64 3.11 660 1.09 3122.98 6.32 1.10 661 3.06 7992.52 6.63 3.09 661 1.09 3122.16 6.32 1.10 662 3.04 7989.54 6.63 3.07 662 1.08 3120.93 6.32 1.10 663 3.02 7986.63 6.63 3.05 663 1.07 3119.28 6.31 1.02 664 3.00 7983.77 6.63 3.05 664 1.07 3122.01 6.32 1.10 665 2.98 7979.77 6.62 3.02 665 1.06 3119.53 6.31 1.02 666 2.96 7976.44 6.62 3.00 666 1.05 3121.44 6.32 1.10 667 2.95 7973.16 6.62 2.99 667 1.04 3118.13 6.31 1.02 668 2.93 7969.34 6.62 2.96 668 1.04 311920 6.31 1.02 669 2.91 7966.18 6.61 2.92 669 1.03 3119.86 6.32 1.02 670 2.89 7964.28 6.61 2.90 670 1.02 3120.10 6.32 1.10 Page 9 of 11 Area A Area B Duration Inflow Reservoir Reservoir Outflow Duration Inflow Reservoir Reservoir Outflow (mm) (cfs) Storage (cf) Elevation (ft) (cfs) (mm) (cis) Storage (cf) Elevation (ft) (cfs) 671 2.87 7962.45 6.61 2.88 671 1.02 3115.13 6.31 1.02 672 2.85 7960.67 6.61 2.86 672 1.01 3114.54 6.30 1.02 673 2.83 7958.95 6.61 2.85 673 1.00 3113.54 6.30 1.02 674 2.81 7956.69 6.61 2.82 674 1.00 3112.12 6.30 0.96 675 2.79 7955.09 6.60 2.82 675 0.99 3113.89 6.30 1.02 676 2.77 7952.35 6.60 2.82 676 0.98 3111.64 6.30 0.96 677 2.76 7948.48 6.60 2.82 677 0.98 3112.58 6.30 0.96 678 2.74 7943.46 6.59 2.82 678 0.97 3113.10 6.30 0.96 679 2.72 7937.30 6.59 2.79 679 0.96 3113.21 6.30 1.02 680 2.70 7931.80 6.58 2.76 680 0.95 3109.30 6.29 0.93 681 2.68 7926.96 6.58 2.73 681 0.95 3110.38 6.30 0.96 682 2.66 7922.78 6.58 2.71 682 0.94 3109.24 6.29 0.93 683 2.64 7918.66 6.57 2.68 683 0.93 3109.49 6.29 0.96 684 2.62 7915.20 6.57 2.66 684 0.93 3107.52 6.29 0.93 685 2.60 7911.80 6.57 2.64 685 0.92 3106.93 6.29 0.93 686 2.58 7908.46 6.57 2.62 686 0.91 3105.94 6.29 0.93 687 2.57 7905.18 6.56 2.60 687 0.91 3104.52 6.28 0.93 688 2.55 7901.96 6.56 2.58 688 0.90 3102.69 6.28 0.81 689 2.53 7898.80 6.56 2.56 689 0.89 3107.65 6.29 0.93 690 2.51 7895.70 6.55 2.54 690 0.89 3104.99 6.29 0.93 691 2.49 7892.66 6.55 2.53 691 0.88 3101.91 6.28 0.81 692 2.47 7889.08 6.55 2.51 692 0.87 3105.62 6.29 0.93 693 2.45 7885.55 6.55 2.49 693 0.86 3101.72 6.28 0.81 694 2.43 7882.09 6.54 2.46 694 0.86 3104.60 6.28 0.93 695 2.41 7879.29 6.54 2.45 695 0.85 3099.86 6.28 0.81 696 2.39 7875.95 6.54 2.43 696 0.84 3101.91 6.28 0.81 697 2.38 7872.67 6.54 2.42 697 0.84 3103.55 6.28 0.81 698 2.36 7868.85 6.53 2.40 698 0.83 3104.77 6.28 0.93 699 2.34 7865.08 6.53 2.38 699 0.82 3098.37 6.27 0.81 700 2.32 7861.38 6.53 2.35 700 0.82 3098.76 6.27 0.81 701 2.30 7858.34 6.52 2.33 701 0.81 3098.73 6.27 0.81 702 2.28 7855.36 6.52 2.32 702 0.80 3098.29 6.27 0.81 703 2.26 7851.84 6.52 2.30 703 0.80 3097.43 6.27 0.81 704 2.24 7848.37 6.52 2.28 704 0.79 3096.16 6.27 0.81 705 2.22 7844.97 6.51 2.26 705 0.78 3094.47 6.26 0.81 706 2.20 7841.63 6.51 2.24 706 0.77 3092.37 6.26 0.81 707 2.19 7838.34 6.51 2.22 707 0.77 3089.85 6.25 0.66 708 2.17 7835.12 6.50 2.21 708 0.76 3095.92 6.27 0.81 709 2.15 7831.36 6.50 2.19 709 0.75 3092.57 6.26 0.81 710 2.13 7827.65 6.50 2.17 710 0.75 3088.81 6.25 0.66 711 2.11 7824.01 6.50 2.15 711 0.74 3093.63 6.26 0.81 712 2.09 7820.42 6.49 2.13 712 0.73 3089.04 6.25 0.66 713 2.07 7816.90 6.49 2.10 713 0.73 3093.03 6.26 0.81 714 2.05 7814.04 6.49 2.09 714 0.72 3087.61 6.25 0.66 715 2.03 7810.63 6.48 2.08 715 0.71 3090.77 6.26 0.66 716 2.01 7806.69 6.48 2.06 716 0.71 3093.52 6.26 0.81 717 2.00 7802.80 6.48 2.04 717 0.70 3086.85 6.25 0.66 718 1.98 7798.98 6.47 2.01 718 0.69 3088.76 6.25 0.66 719 1.96 7795.81 6.47 2.00 719 0.69 3090.26 6.26 0.66 720 1.94 7792.11 6.47 1.98 720 0.68 3091.35 6.26 0.68 721 1.92 7788.46 6.47 1.96 721 0.67 3092.02 6.26 0.81 722 1.90 7784.88 6.46 1.94 722 0.66 3083.28 6.24 0.66 723 1.88 7781.35 6.46 1.92 723 0.66 3083.12 6.24 0.66 724 1.86 7777.89 6.46 1.90 724 0.65 3082.54 6.24 0.66 725 1.84 7774.48 6.45 1.88 725 0.64 3081.55 6.24 0.66 726 1.82 7771.13 6.45 1.87 726 0.64 3080.14 6.24 0.66 727 1.81 7767.25 6.45 1.85 727 0.63 3078.32 6.23 0.66 728 1.79 7763.42 6.44 1.83 728 0.62 3076.09 6.23 0.66 729 1.77 7759.66 6.44 1.81 729 0.62 3073.44 6.22 0.61 730 1.75 7755.95 6.44 1.79 730 0.61 3073.37 6.22 0.61 731 1.73 7752.30 6.44 1.77 731 0.60 3072.89 6.22 0.61 732 1.71 7748.72 6.43 1.75 732 0.60 3071.99 6.22 0.61 733 1.69 7745.19 6.43 1.74 733 0.59 3070.68 6.22 0.61 734 1.67 7741.12 6.43 1.72 734 0.58 3068.96 6.21 0.48 735 1.65 7737.11 6.42 1.70 735 0.57 3074.61 6.22 0.61 736 1.63 7733.17 6.42 1.67 736 0.57 3072.06 6.22 0.61 737 1.62 7729.88 6.42 1.66 737 0.56 3069.09 6.21 0.48 738 1.60 7726.05 6.41 1.64 738 0.55 3073.50 6.22 0.61 739 1.58 7722.28 6.41 1.62 739 0.55 3069.70 6.21 0.61 740 1.56 7718.58 6.41 1.60 740 0.54 3065.48 6.21 0.48 741 1.54 7714.93 6.40 1.58 741 0.53 3068.64 6.21 0.48 742 1.52 7711.34 6.40 1.57 742 0.53 3071.40 6.22 0.61 743 1.50 7707.21 6.40 1.55 743 0.52 3065.93 6.21 0.48 744 1.48 7703.14 6.39 1.53 744 0.51 3067.86 6.21 0.48 745 1.46 7699.13 6.39 1.51 745 0.51 3069.36 6.21 0.61 746 1.44 7695.18 6.39 1.49 746 0.50 3062.65 6.20 0.48 Page 10 of 11 Area A Area B Duration Inflow Reservoir Reservoir Outflow Duration Inflow Reservoir Reservoir Outflow (mm) (cfs) Storage (Ct) Elevation (ft) (cfs) (mm) (cis) Storage (Ct) Elevation (ft) (cfs) 747 1.43 7691.29 6.38 1.47 747 0.49 3063.33 6.20 0.48 748 1.41 7687.47 6.38 1.45 748 0.48 3063.59 6.20 0.48 749 1.39 7683.70 6.38 1.43 749 0.48 3063.44 6.20 0.48 750 1.37 7679.99 6.38 1.42 750 0.47 3062.87 6.20 0.48 751 1.35 7675.74 6.37 1.40 751 0.46 3061.88 6.20 0.48 752 1.33 7671.55 6.37 1.37 752 0.46 3060.48 6.20 0.48 753 1.31 7668.02 6.37 1.36 753 0.45 3058.67 6.19 0.48 754 1.29 7663.95 6.36 1.34 754 0.44 3056.44 6.19 0.48 755 1.27 7659.94 6.36 1.32 755 0.44 3053.79 6.18 0.29 756 1.25 7655.99 6.36 1.30 756 0.43 3062.13 6.20 0.48 757 1.24 7652.10 6.35 1.28 757 0.42 3058.66 6.19 0.48 758 1.22 7648.27 6.35 1.26 758 0.42 3054.77 6.18 0.48 759 1.20 7644.49 6.35 1.25 759 0.41 3050.46 6.18 0.29 760 1.18 7640.18 6.34 1.22 760 0.40 3057.14 6.19 0.48 761 1.16 7636.53 6.34 1.22 761 0.39 3052.01 6.18 0.29 762 1.14 7631.74 6.34 1.19 762 0.39 3057.86 6.19 0.48 763 1.12 7627.61 6.33 1.15 763 0.38 3051.89 6.18 0.29 764 1.10 7624.74 6.33 1.15 764 0.37 3056.91 6.19 0.48 765 1.08 7620.73 6.33 1.15 765 0.37 3050.11 6.17 0.29 766 1.06 7615.58 6.32 1.10 766 0.36 3054.30 6.18 0.48 767 1.05 7612.28 6.32 1.10 767 0.35 3046.67 6.17 0.29 768 1.03 7607.85 6.32 1.02 768 0.35 3050.03 6.17 0.29 769 1.01 7607.08 6.32 1.02 769 0.34 3052.97 6.18 0.29 770 0.99 7605.17 6.31 1.02 770 0.33 3055.50 6.19 0.48 771 0.97 7602.11 6.31 1.02 771 0.33 3046.21 6.17 029 772 0.95 7597.92 6.31 1.02 772 0.32 3047.91 6.17 0.29 773 0.93 7592.59 6.30 1.02 773 0.31 3049.19 6.17 0.29 774 0.91 7586.12 6.30 0.96 774 0.30 3050.06 6.17 0.29 775 0.89 7582.10 6.29 0.93 775 0.30 3050.51 6.18 0.29 776 0.87 7578.75 6.29 0.93 776 0.29 3050.55 6.18 0.29 777 0.86 7574.26 6.29 0.93 777 0.28 3050.17 6.17 0.29 778 0.84 7568.62 6.28 0.81 778 028 3049.38 6.17 029 779 0.82 7569.05 6.28 0.93 779 0.27 3048.17 6.17 0.29 780 0.80 7561.13 6.28 0.81 780 0.26 3046.54 6.17 0.29 781 0.78 7559.28 6.28 0.81 781 0.26 3044.50 6.16 0.29 782 0.76 7556.29 6.27 0.81 782 0.25 3042.05 6.16 0.29 783 0.74 7552.15 6.27 0.81 783 0.24 3039.18 6.15 0.29 784 0.72 7546.88 6.27 0.81 784 0.24 3035.90 6.15 0.29 785 0.70 7540.46 626 0.81 785 023 303220 6.14 0.29 786 0.68 7532.91 6.25 0.66 786 0.22 3028.08 6.13 0.22 787 0.67 7533.21 6.25 0.66 787 0.21 3027.75 6.13 0.22 788 0.65 7532.38 6.25 0.66 788 0.21 3027.01 6.13 0.22 789 0.63 7530.40 6.25 0.66 789 0.20 3025.85 6.13 0.22 790 0.61 7527.29 6.25 0.66 790 0.19 3024.27 6.12 0.22 791 0.59 7523.03 6.25 0.66 791 0.19 3022.28 6.12 0.22 792 0.57 7517.64 6.24 0.66 792 0.18 3019.87 6.11 022 793 0.55 7511.10 6.24 0.66 793 0.17 3017.05 6.11 0.10 794 0.53 7503.42 6.23 0.68 794 0.17 3021.02 6.12 0.22 795 0.51 7494.61 6.22 0.61 795 0.16 3017.36 6.11 0.10 796 0.49 7487.65 6.22 0.61 796 0.15 3020.50 6.11 0.22 797 0.48 7479.56 6.21 0.48 797 0.15 3016.02 6.11 0.10 798 0.46 7478.12 6.21 0.48 798 0.14 3018.32 6.11 0.10 799 0.44 7475.54 6.21 0.48 799 0.13 3020.21 6.11 0.22 800 0.42 7471.83 6.20 0.48 800 0.12 3014.48 6.10 0.10 801 0.40 7466.97 6.20 0.48 801 0.12 3015.54 6.10 0.10 802 0.38 7460.97 6.19 0.48 802 0.11 3016.18 6.11 0.10 803 0.36 7453.84 6.19 0.48 803 0.10 3016.41 6.11 0.10 804 0.34 7445.56 6.18 0.29 804 0.10 3016.22 6.11 0.10 805 0.32 7447.54 6.18 0.48 805 0.09 3015.62 6.10 0.10 806 0.30 7436.98 6.17 0.29 806 0.08 3014.60 6.10 0.10 807 0.29 7436.68 6.17 0.29 807 0.08 3013.17 6.10 0.10 808 0.27 7435.25 6.17 0.29 808 0.07 3011.32 6.10 0.10 809 0.25 7432.67 6.17 0.29 809 0.06 3009.05 6.09 0.10 810 0.23 7428.95 6.17 0.29 810 0.06 3006.38 6.09 0.10 811 0.21 7424.09 6.16 0.29 811 0.05 3003.28 6.08 0.10 812 0.19 7418.09 6.16 0.29 812 0.04 2999.77 6.07 0.10 813 0.17 7410.95 6.15 0.29 813 0.03 2995.85 6.06 0.00 814 0.15 7402.68 6.15 0.29 814 0.03 2997.51 6.07 0.10 815 0.13 7393.26 6.14 0.29 815 0.02 2992.75 6.06 0.00 816 0.11 7382.70 6.13 0.22 816 0.01 2993.58 6.06 0.00 817 0.10 7375.20 6.12 0.22 817 0.01 2994.00 6.06 0.00 818 0.08 7366.56 6.12 0.22 818 0.00 2994.00 6.06 0.00 819 0.06 7356.78 6.11 0.10 820 0.04 7353.06 6.10 0.10 821 0.02 7348.20 6.10 0.10 822 0.00 7342.20 6.10 0.10 Page 11 of 11 I,1'1 CLIENT Poseidon JOB NO. PAGE 1 OF I 1 J PROJECT Carlsbad Desalter DATE CHECKED 8/3/2009 DATE 7/31/2009 TETRA TECH, INC. DETAIL Pre-Dev. Hydrology- 100 Yr Event CHECKED BY JED COMPUTED BY CDF Intensity is based on San Diego County Hydrology Manual, June 2003 = 7.44 P6D 5 Link = Intensity (in/hr) P6 = 6-Hour Precipitation (in) = 2.50 P5 = 2.50 = 56°! P61P24 needs to be between 45% to 65% of the 24 hr P24 = 24-Hour Precipitation (in) = 4.50 P24 4.50 ° precipitation. Drainage Area Total Area (SF) Permeable Area (SF) Impervious Area (SF) Adjusted c Watercourse Length,L (Fr) Change in Elev., AE (FT) Duration (ta) (Mm) Intensity Peak Discharge, Q (cfs) Runoff Volume, VOL (acre-inch) A 95,748 74,186 21,341 0.39 480 11 3.88 7.76 6.73 2.17 B 96,350 64,661 31,692 0.46 570 20.5 3.72 7.97 8.18 2.56 C 65,401 38,834 26.135 0.51 436 10 3.60 8.14 6.21 1.91 257,499 c = 0.25 C = 0.90 L = Watercourse Length = Change in Elevation = D =Duration (ta) = 11.9L3 0.385 AE 100 Year Rainfall Event - 24 Hours IsopIuvial (Inches) = 4.5 100 Year Rainfall Event - 6 Hours Isopluvial (Inches) = 2.5 = 7.44P60°645 Permeable Areas c = 0.25 From Table 3-1 of the San Diego County Hydrology Manual, Group B Soils, Permanent Open Space Soils Data taken from Appendix A of the San Diego County Hydrology Manual Impervious Areas c = 0.90 From Section 3.1.2 of the San Diego County Hydrology Manual, Impervious Areas Adjusted c value: Impervious C = 0.90 x Area + 0.25 x Pervious Area Total Area Storm Volume VOL = C P8 A 6-Hour Precipitation Eq. 6-1 San Diego Hydrology Manual Peak Discharge Q = c i A Drainage Area Runoff Volume, VOL (cf) A 7,865 B 9,310 C 6,923 L = Watercourse Length = Change in Elevation = D =Duration (to) = 11.9L3 0.385 EE Drainage Area Runoff Volume, VOL (cf) A 9,714 B 4,715 CLIENT Poseidon JOB NO. PAGE 1 PROJECT Carlsbad Desalter DATE CHECKED 8/3/2009 DATE - TETRA TECH, INC. DETAIL Interim-Dev. Hydrology- CHECKED BY JED COMPUTED BY 100-Yr Event Intensity is based on San Diego County Hydrology Manual, June 2003 = 7.44 P6D05 Link = Intensity (in/hr) P6 = 6-Hour Precipitation (in) = 2.50 P6 - 2.50 = 56°! 12611324 needs to be between 45% to 65% of the 24 hr P24 = 24-Hour Precipitation (in) = 4.50 P24 - 4.50 ° precipitation. Drainage Area Total Area I Adjusted C Watercourse Length,L (FT) Change in Elev., AE (FT) Duration (tn) (Mm) Intensity Peak Discharge, I Q (cfs) Runoff Volume, I VOL (acre-inch) A 186,504 0.25 672 6.5 7.00 5.30 1 5.67 1 2.68 B 90,521 0.25 455 43 2.16 11.33 1 5.89 1 1.30 277,025 c = 0.25 c = 0.90 OF 1 I6tW(.Y.Tt.1 CDF 100 Year Rainfall Event - 24 Hours Isopluvial (Inches) = 4.5 100 Year Rainfall Event - 6 Hours lsopluvial (Inches) = 2.5 = 7.44P6D.0645 Permeable Areas c = 0.25 From Table 3-1 of the San Diego County Hydrology Manual, Group B Soils, Permanent Open Space Soils Data taken from Appendix A of the San Diego County Hydrology Manual Impervious Areas C = 0.90 From Section 3.1.2 of the San Diego County Hydrology Manual, Impervious Areas Adjusted c value: Impervious = 0.90 x Area + 0.25 x Pervious Area Total Area Storm Volume VOL = c P6 A 6-Hour Precipitation Eq. 6-1 San Diego Hydrology Manual Peak Discharge Q=ci A CLIENT Poseidon JOB NO. PAGE 1 OF 1 s PROJECT Carlsbad Desalter DATE CHECKED 9/8/2009 DATE 9/8/2009 TETRA TECH, INC. DETAIL Interim-Dev. Hydrology- CHECKED BY JED COMPUTED BY CDF 100-Yr Event (Drainage Area A) Rational Method Hydrograph Calculations Qio= 4.09 cis Tc= 7.00 mm P6= 2.5 in C= 0.25 A= 186,504 Sf I = 7.44 x P6 x D 5 lxD 60 Vol = V1 - V0 I (incr) = LW/Itt Q = ciA D (mm) I (in/hr) Vol (in) ItVoI (in) I (incr) (in/hr) Q (cfs) Vol (cf) 0 0.00 0.00 0.70 4.21 4.55 2728 10 4.21 0.70 0.20 1.18 1.27 761 20 2.69 0.90 0.14 0.83 0.90 540 30 2.07 1.04 0.11 0.67 0.72 433 40 1.72 1.15 0.09 0.57 0.61 368 50 1.49 1.24 0.08 0.50 0.54 323 60 1.33 1.33 0.07 0.45 0.48 290 70 1.20 1.40 0.07 0.41 0.44 264 80 1.10 1.47 0.06 0.38 0.41 244 90 1.02 1.53 0.06 0.35 0.38 227 100 0.95 1.59 1 0.05 0.33 0.35 1 213 110 0.90 1.64 0.05 0.31 0.33 200 120 0.85 1.70 0.05 0.29 0.32 190 130 0.81 1.75 0.05 0.28 0.30 181 140 0.77 1.79 0.04 0.27 0.29 173 150 0.73 1.84 0.04 0.26 0.28 165 160 0.70 1.88 0.04 0.25 0.26 159 170 0.68 1.92 1 0.04 0.24 0.25 153 180 0.65 1.96 0.04 0.23 0.25 147 190 0.63 2.00 0.04 0.22 0.24 143 200 0.61 2.03 0.04 0.21 0.23 138 210 0.59 2.07 0.03 0.21 0.22 134 220 0.57 2.10 0.03 0.20 0.22 130 230 0.56 2.14 0.03 0.20 0.21 126 240 0.54 2.17 1 0.03 0.19 0.21 123 250 0.53 2.20 0.03 0.19 0.20 120 260 0.52 2.23 0.03 0.18 0.19 117 270 0.50 2.28 0.03 0.18 0.19 114 280 0.49 2.29 0.03 0.17 0.19 112 290 0.48 2.32 0.03 0.17 0.18 109 300 0.47 2.35 0.03 0.16 0.18 107 310 0.46 2.38 1 0.03 0.16 0.17 105 320 0.45 2.40 0.03 0.16 0.17 103 330 0.44 2.43 0.03 0.16 0.17 101 340 0.43 2.45 0.03 0.15 0.16 99 350 0.43 2.48 0.02 0.15 0.16 97 360 0.42 2.51 0.00 0.00 1 0.00 0 SUM = 9734 cubic feet 0.22 acre-feet Check: V=cxAxP6 V = 0.22 acre-feet OK I- CLIENT Poseidon JOB NO. J PROJECT Carlsbad Desalter DATE CHECKED TETRA TECH, INC. DETAIL Interim-Dev. Hydroloqy- CHECKED BY - 100-Yr Event (Drainage Area B) Rational Method Hydrograph Calculations Q10= 4.24 cfs Ic 2.16 mm P6 2.5 in C= 0.25 A= 90,521 Sf = 7.44 x P6 x 0.645 Vol= IX 60 tVoI = V1 - V0 I (incr) = tN/At Q = ciA D (mm) I (in/hr) Vol (in) AVol (in) I (incr) (in/hr) Q (cfs) Vol (cf) 0 0.00 0.00 0.70 4.21 2.21 1324 10 4.21 0.70 0.20 1.18 0.62 369 20 2.69 0.90 0.14 0.83 0.44 262 30 2.07 1.04 0.11 0.67 0.35 210 40 1.72 1.15 0.09 0.57 0.30 179 50 1.49 1.24 0.08 0.50 0.26 157 60 1.33 1.33 0.07 0.45 0.23 141 70 1.20 1.40 0.07 0.41 0.21 128 80 1.10 1.47 0.06 0.38 0.20 118 90 1.02 1.53 0.06 0.35 0.18 110 100 0.95 1.59 0.05 0.33 0.17 103 110 0.90 1.64 0.05 0.31 0.16 97 120 0.85 1.70 0.05 0.29 0.15 92 130 0.81 1.75 0.05 0.28 0.15 88 140 0.77 1.79 0.04 0.27 0.14 84 150 0.73 1.84 0.04 0.26 0.13 80 160 0.70 1.88 1 0.04 0.25 0.13 1 77 170 0.68 1.92 0.04 0.24 0.12 74 180 0.65 1.96 0.04 0.23 0.12 72 190 0.63 2.00 0.04 0.22 0.12 69 200 0.61 2.03 0.04 0.21 0.11 67 210 0.59 2.07 0.03 0.21 0.11 65 220 0.57 2.10 0.03 0.20 0.11 63 230 0.56 2.14 0.03 0.20 0.10 61 240 0.54 2.17 0.03 0.19 0.10 60 250 0.53 2.20 0.03 0.19 0.10 58 260 0.52 2.23 0.03 0.18 0.09 57 270 0.50 2.26 0.03 0.18 0.09 55 280 0.49 2.29 0.03 0.17 0.09 54 290 0.48 2.32 0.03 0.17 0.09 53 300 0.47 2.35 1 0.03 0.16 0.09 52 310 0.46 2.38 0.03 0.16 0.08 51 320 0.45 2.40 0.03 0.16 0.08 50 330 0.44 2.43 0.03 0.16 0.08 49 340 0.43 2.45 0.03 0.15 0.08 350 0.43 2.48 0.02 0.15 tol 0.42 2.51 0.08 360 0.00 0.00 000 SUM = 4725 cubic feet 0.11 acre-feet Check: V=cxAxPr, V= 0.11 acre-feet OK PAGE 1 OF 1 9/8/2009 DATE 9/8/2009 JED COMPUTED BY CDF D Q (mm) (cfs) 330 0.1 335 0.1 340 0.1 345 0.1 350 0.1 355 0.1 360 0.1 365 0 Area A 4.5 4 3.5 3 e 2.5 0 0 50 100 150 200 250 300 350 400 Time (mm) CLIENT Poseidon JOB NO. PAGE 1 OF 1 1 J PROJECT Carlsbad Desalter DATE CHECKED 9/8/2009 DATE 9/8/2009 TETRA TECH, INC. DETAIL Interim-Dev. Hydrology- CHECKED BY JED COMPUTED BY CDF 100-Yr Event Rational Method Hydrograph from San Diego County Rational Method Hydrograph Program Area A Area B D Q D Q (mm) (cfs) (mm) (cfs) 0 0 0 0 7 0.2 5 0.1 14 0.2 10 0.1 21 0.2 15 0.1 28 0.2 20 0.1 35 0.2 25 0.1 42 0.2 30 0.1 49 0.2 35 0.1 56 0.2 40 0.1 63 0.2 45 0.1 70 0.2 50 0.1 77 0.2 55 0.1 84 0.2 60 0.1 91 0.2 65 0.1 98 0.2 70 0.1 105 0.2 75 0.1 112 0.2 80 0.1 119 0.2 85 0.1 126 0.2 90 0.1 133 0.3 95 0.1 140 0.3 100 0.1 147 0.3 105 0.1 154 0.3 110 0.1 161 0.3 115 0.1 168 0.3 120 0.1 175 0.4 125 0.1 182 0.4 130 0.1 189 0.4 135 0.1 196 0.4 140 0.1 203 0.5 145 0.1 210 0.5 150 0.1 217 0.7 155 0.1 224 0.8 160 0.2 231 1.1 165 0.2 238 3.2 170 0.2 245 4.09 175 0.2 252 0.9 180 0.2 259 0.6 185 0.2 266 0.5 190 0.2 273 0.4 195 0.2 280 0.3 200 0.2 287 0.3 205 0.3 294 0.3 210 0.3 301 0.3 215 0.3 308 0.2 220 0.3 315 0.2 225 0.4 322 0.2 230 0.5 329 0.2 235 0.7 336 0.2 240 1.1 343 0.2 245 4.24 350 0.2 250 0.5 357 0.2 255 0.3 364 0 260 0.2 265 0.2 270 0.2 275 0.2 280 0.2 285 0.2 290 0.1 295 0.1 300 0.1 305 0.1 1n n Nr 1 CLIENT Poseidon JOB NO. PAGE 1 OF 1 1 J PROJECT Carlsbad Desalter DATE CHECKED 8/3/2009 DATE 7/31/2009 TETRA TECH, INC. DETAIL Post-Dev. Hydrology- 100 Yr Event CHECKED BY JED COMPUTED BY CDF Intensity is based on San Diego County Hydrology Manual, June 2003 = 7.44 P6D05 Link = Intensity (in/hr) P6 = 6-Hour Precipitation (in) = 2.50 P6 = 2.50 = 6°! P6/P24 needs to be between 45% to 65% of the 24 hr P24 = 24-Hour Precipitation (in) = 4.50 P24 4.50 ° precipitation. Drainage Area Total Area (SF) Permeable Area (SF) Impervious Area (SF) Adjusted c Watercourse Length,L (FT) Change in Elev., AE (FT) Duration (tn) (Mm) Intensity Peak Discharge, Q (cfs) Runoff Volume, VOL (acre-inch) A 152,752 21,221 130,733 0.80 634 8.5 5.90 5.92 16.71 7.06 B 105,792 38,467 68,054 0.67 695 7.5 6.89 5.36 8.72 4.07 258,544 C = 0.25 c = 0.90 L = Watercourse Length = Change in Elevation = D =Duration (ta) = , 11.9L3 0.385 AE Drainage Area Runoff Volume, VOL (cf) CUDO 2 Units, EA CUDO Units Area, SF A 25,618 1,664 6,656 B 14,764 959 3,836 4U,JtS2 100 Year Rainfall Event - 24 Hours Isopluvial (Inches) = 4.5 100 Year Rainfall Event -6 Hours Isopluvial (Inches) = 2.5 = 7.44P6D°645 Permeable Areas c = 0.25 From Table 3-1 of the San Diego County Hydrology Manual, Group B Soils, Permanent Open Space Soils Data taken from Appendix A of the San Diego County Hydrology Manual Impervious Areas c = 0.90 From Section 3.1.2 of the San Diego County Hydrology Manual, Impervious Areas Adjusted c value: Impervious = 0.90 x Area + 0.25 x Pervious Area Total Area Storm Volume VOL = c P6 A 6-Hour Precipitation Eq. 6-1 San Diego Hydrology Manual Peak Discharge Q=ci A CUDO 2 Units are manufactured by Cudo Stormwater Products, Inc. and are capable of storing 30.8 CF of water per unit CUDO 2 Dimensions are 2 ft. x 2 ft. x 8 ft tall. CLIENT Poseidon JOB NO. PAGE I OF I N PROJECT Carlsbad Desalter DATE CHECKED 9/8/2009 DATE 9/8/2009 TETRA TECH, INC. DETAIL Post-Dev. Hydrology- CHECKED BY JED COMPUTED BY CDF 100-Yr Event (Drainage Area A) Rational Method Hydrograph Calculations Q10 = 12.03 cfs Tc = 5.90 mm P6= 2.5 in C= 0.8 A= 152.752 sf = 7.44 x P6 x 0 .645 VI IxD 60 Vol = V1 - V0 I (incr) = 0= ciA D (mm) I (in/hr) Vol (in) Avol (in) I (incr) (in/hr) 0 (cfs) Vol (CO 0 0.00 0.00 0.70 4.21 11.92 7149 10 4.21 0.70 0.20 1.18 3.32 1995 20 2.69 0.90 0.14 0.83 2.36 1416 30 2.07 1.04 0.11 0.67 1.89 1135 40 1.72 1.15 0.09 0.57 1.61 964 50 1.49 1.24 0.08 0.50 1.41 846 60 1.33 1.33 0.07 0.45 1.27 760 70 1.20 1.40 0.07 0.41 1.15 692 80 1.10 1.47 0.06 0.38 1.06 639 90 1.02 1.53 0.06 0.35 0.99 594 100 0.95 1.59 0.05 0.33 0.93 557 110 0.90 1.64 0.05 0.31 0.88 525 120 0.85 1.70 0.05 0.29 0.83 498 130 0.81 1.75 0.05 0.28 0.79 474 140 0.77 1.79 0.04 0.27 0.75 452 150 0.73 1.84 0.04 0.26 0.72 433 160 0.70 1.88 0.04 0.25 0.69 416 170 0.68 1.92 0.04 0.24 0.67 401 180 0.65 1.96 0.04 0.23 0.64 387 190 0.63 2.00 0.04 0.22 0.62 374 200 0.61 2.03 0.04 0.21 0.60 362 210 0.59 2.07 0.03 0.21 0.58 351 220 0.57 2.10 0.03 0.20 0.57 341 230 0.56 2.14 0.03 0.20 0.55 331 240 0.54 2.17 0.03 0.19 0.54 322 250 0.53 2.20 0.03 0.19 0.52 314 260 0.52 2.23 0.03 0.18 0.51 307 270 0.50 2.26 0.03 0.18 0.50 299 280 0.49 2.29 0.03 0.17 0.49 293 290 0.48 2.32 0.03 0.17 0.48 286 300 0.47 2.35 0.03 0.16 0.47 280 310 0.46 2.38 0.03 0.16 0.46 274 320 0.45 2.40 0.03 0.16 0.45 269 330 0.44 2.43 0.03 0.16 0.44 264 340 0.43 2.45 0.03 0.15 0.43 259 350 1 0.43 2.48 1 0.02 1 0.15 0.42 254 360 0.42 2.51 0.00 0.00 0.00 0 SUM = 25512 cubic feet 0.59 acre-feet Check: V=cxAxP6 V = 0.58 acre-feet OK DIVOCLIENT Poseidon JOB NO. PROJECT Carlsbad Desalter DATE CHECKED TETRA TECH, INC. DETAIL Post-Dev. Hydrology- CHECKED BY - 100-Yr Event (Drainage Area B) Rational Method Hydrograph Calculations Q10 6.28 cfs Tc 6.89 mm P6 2.5 in C= 0.67 A= 105,792 sf = 7.44 x P6 x 0 Vol= lxD 60 AVol = V1 - V0 I (incr) = tV/At Q = ciA D (mm) I (in/hr) Vol (in) Avol (in) I (incr) (in/hr) Q (cfs) Vol (cf) 0 0.00 0.00 0.70 4.21 6.91 4147 10 4.21 0.70 0.20 1.18 1.93 1157 20 2.69 0.90 0.14 0.83 1.37 821 30 2.07 1.04 0.11 0.67 1.10 659 40 1.72 1.15 0.09 0.57 0.93 559 50 1.49 1.24 0.08 0.50 0.82 491 60 1.33 1.33 0.07 0.45 0.73 441 70 1.20 1.40 0.07 0.41 0.67 402 80 1.10 1.47 0.06 0.38 0.62 370 90 1.02 1.53 0.06 0.35 0.57 345 100 0.95 1.59 1 0.05 0.33 0.54 323 110 0.90 1.64 0.05 0.31 0.51 305 120 0.85 1.70 0.05 0.29 0.48 289 130 0.81 1.75 0.05 0.28 0.46 275 140 0.77 1.79 0.04 0.27 0.44 262 150 0.73 1.84 0.04 0.26 0.42 251 160 0.70 1.88 0.04 0.25 0.40 241 170 0.68 1.92 0.04 0.24 0.39 232 180 0.65 1.96 0.04 0.23 0.37 224 190 0.63 2.00 0.04 0.22 0.36 217 200 0.61 2.03 0.04 0.21 0.35 210 210 1 0.59 2.07 0.03 0.21 0.34 203 220 0.57 2.10 0.03 0.20 0.33 198 230 0.56 2.14 1 0.03 0.20 0.32 192 240 0.54 2.17 0.03 0.19 0.31 187 250 0.53 2.20 0.03 0.19 0.30 182 260 0.52 2.23 0.03 0.18 0.30 178 270 0.50 2.26 0.03 0.18 0.29 174 280 0.49 2.29 0.03 0.17 0.28 170 290 0.48 2.32 0.03 0.17 0.28 166 300 0.47 2.35 0.03 0.16 0.27 162 310 0.46 2.38 0.03 0.16 0.27 159 320 0.45 2.40 0.03 0.16 0.26 156 330 0.44 2.43 0.03 0.16 0.25 153 340 0.43 2.45 0.03 0.15 0.25 150 350 0.43 2.48 0.02 0.15 1 0.25 147 360 0.42 .51-1 0.00 0.00 1 0.00 0 SUM = 14798 cubic feet 0.34 acre-feet Check: V=cxAxP6 V = 0.34 acre-feet OK PAGE 1 OF 1 9/8/2009 DATE 9/8/2009 JED COMPUTED BY CDF I,1,1 CLIENT Poseidon JOB NO. PAGE 1 OF 1 J PROJECT Carlsbad Desalter DATE CHECKED 9/8/2009 DATE 9/8/2009 TETRA TECH INC. DETAIL Post-Dev. Hydrology- CHECKED BY JED COMPUTED BY CDF 100-Yr Event Rational Method Hydrograph Unit Hydrograph from San Diego County Rational Method Hydrograph Program from Eq. 4-10 of the SD County Hydrology Manual Area A Area B D Q D 0 (mm) (cfs) (mm) (cfs) 0 0 0 0 6 0.4 7 0.2 12 0.4 14 0.2 18 0.4 21 0.3 24 0.4 28 0.3 30 0.4 35 0.3 36 0.5 42 0.3 42 0.5 49 0.3 48 0.5 56 0.3 54 0.5 63 0.3 60 0.5 70 0.3 66 0.5 77 0.3 72 0.5 84 0.3 78 0.5 91 0.3 84 0.5 98 0.3 90 0.6 105 0.3 96 0.6 112 0.4 102 0.6 119 0.4 108 0.6 126 0.4 114 0.6 133 0.4 120 0.6 140 0.4 126 0.7 147 0.4 132 0.7 154 0.5 138 0.7 161 0.5 144 0.7 168 0.5 150 0.8 175 0.5 156 0.8 182 0.6 162 0.8 189 0.6 168 0.9 196 0.7 174 0.9 203 0.8 180 1.0 210 0.8 186 1.0 217 1.0 192 1.1 224 1.2 198 1.2 231 1.7 204 1.3 238 4.8 210 1.5 245 6.28 216 1.6 252 1.4 222 1.9 259 0.9 228 2.2 266 0.7 234 3.3 273 0.6 240 9.0 280 0.5 246 12.03 287 0.5 252 2.6 294 0.4 258 1.7 301 0.4 264 1.4 308 0.4 270 1.1 315 0.3 276 1.0 322 0.3 282 0.9 329 0.3 288 0.8 336 0.3 294 0.7 343 0.3 300 0.7 350 0.3 306 0.6 357 0.3 312 0.6 364 0 318 0.6 324 0.5 330 0.5 336 0.5 342 0.5 348 0.5 354 0.4 360 1300 0.4 n Tr = 1.67T qp = KAQa/Tp K = 484 A in square miles 1 in hours Area A Area B Tr = 411 min Tr = 4.09 mm qp= 7.1 cis qp= 2.83 CIS Area A 0 411 822 Time (min) Area B 3 2.5 1.5 --.. .......... .........---- --.... 0.5 o .. ............... . 0 409 818 lime (min) CLIENT Poseidon JOB NO. PAGE 1 OF 11 N PROJECT Carlsbad Desalter DATE CHECKED 9/8/2009 DATE 9/8/2009 TETRA TECH, INC. DETAIL Post-Dev. Hydrology- CHECKED BY JED COMPUTED BY CDF 100-Yr Event Area A Area B Duration Inflow Reservoir Reservoir Outflow Duration Inflow Reservoir Reservoir Outflow (mm) (cfs) Storage (ci) Elevation (ft) (cfs) (mm) (cfs) Storage (of) Elevation (ft) (cfs) 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 1 0.02 1.04 0.00 0.00 1 0.01 0.42 0.00 0.00 2 0.03 3.11 0.00 0.00 2 0.01 1.25 0.00 0.00 3 0.05 6.22 0.01 0.00 3 0.02 2.49 0.01 0.00 4 0.07 10.36 0.01 0.00 4 0.03 4.15 0.01 0.00 5 0.09 15.55 0.01 0.00 5 0.03 6.23 0.01 0.00 6 0.10 21.77 0.02 0.00 6 0.04 8.72 0.02 0.00 7 0.12 29.02 0.02 0.00 7 0.05 11.62 0.02 0.00 8 0.14 37.31 0.03 0.00 8 0.06 14.95 0.03 0.00 9 0.16 46.64 0.04 0.00 9 0.06 18.68 0.04 0.00 10 0.17 57.01 0.05 0.00 10 0.07 22.83 0.05 0.00 11 0.19 68.41 0.06 0.00 11 0.08 27.40 0.06 0.00 12 0.21 80.85 0.07 0.00 12 0.08 32.38 0.07 0.00 13 0.22 94.32 0.08 0.00 13 0.09 37.78 0.08 0.00 14 0.24 108.83 0.09 0.00 14 0.10 43.59 0.09 0.00 15 0.26 124.38 0.10 0.00 15 0.10 49.82 0.10 0.00 16 0.28 140.96 0.12 0.00 16 0.11 56.46 0.11 0.00 17 0.29 158.58 0.13 0.00 17 0.12 63.52 0.13 0.00 18 0.31 177.24 0.15 0.00 18 0.12 70.99 0.14 0.00 19 0.33 196.93 0.16 0.00 19 0.13 78.88 0.16 0.00 20 0.35 217.66 0.18 0.00 20 0.14 87.18 0.18 0.00 21 0.36 239.43 0.20 0.00 21 0.15 95.90 0.19 0.00 22 0.38 262.23 0.22 0.00 22 0.15 105.04 0.21 0.00 23 0.40 286.07 0.24 0.00 23 0.16 114.58 0.23 0.00 24 0.41 310.95 0.26 0.00 24 0.17 124.55 0.25 0.00 25 0.43 336.86 0.28 0.00 25 0.17 134.93 0.27 0.00 26 0.45 363.81 0.30 0.00 26 0.18 145.72 0.29 0.00 27 0.47 391.80 0.33 0.00 27 0.19 156.93 0.32 0.00 28 0.48 420.82 0.35 0.00 28 0.19 168.55 0.34 0.00 29 0.50 450.88 0.37 0.00 29 0.20 180.59 0.37 0.00 30 0.52 481.97 0.40 0.00 30 0.21 193.05 0.39 0.00 31 0.54 514.10 0.43 0.00 31 0.21 205.92 0.42 0.00 32 0.55 547.27 0.45 0.00 32 0.22 219.20 0.44 0.00 33 0.57 581.47 0.48 0.00 33 0.23 232.90 0.47 0.00 34 0.59 616.72 0.51 0.00 34 0.24 247.02 0.50 0.00 35 0.60 652.99 0.54 0.00 35 0.24 261.55 0.53 0.00 36 0.62 690.31 0.57 0.00 36 0.25 276.50 0.56 0.00 37 0.64 728.66 0.60 0.00 37 0.26 291.86 0.59 0.00 38 0.66 768.04 0.64 0.00 38 0.26 307.63 0.62 0.00 39 0.67 808.47 0.67 0.00 39 0.27 323.82 0.66 0.00 40 0.69 849.93 0.71 0.00 40 0.28 340.43 0.69 0.00 41 0.71 892.42 0.74 0.00 41 0.28 357.45 0.72 0.00 42 0.73 935.96 0.78 0.00 42 0.29 374.89 0.76 0.00 43 0.74 980.53 0.81 0.00 43 0.30 392.74 0.80 0.00 44 0.76 1026.13 0.85 0.00 44 0.30 411.01 0.83 0.00 45 0.78 1072.77 0.89 0.00 45 0.31 429.69 0.87 0.00 46 0.79 1120.45 0.93 0.00 46 0.32 448.79 0.91 0.00 47 0.81 1169.17 0.97 0.00 47 0.33 468.30 0.95 0.00 48 0.83 1218.92 1.01 0.00 48 0.33 488.23 0.99 0.00 49 0.85 1269.71 1.05 0.00 49 0.34 508.57 1.03 0.00 50 0.86 1321.53 1.10 0.00 50 0.35 529.33 1.07 0.00 51 0.88 1374.39 1.14 0.00 51 0.35 550.50 1.11 0.00 52 0.90 1428.29 1.19 0.00 52 0.36 572.09 1.16 0.00 53 0.92 1483.23 1.23 0.00 53 0.37 594.09 1.20 0.00 54 0.93 1539.20 1.28 0.00 54 0.37 616.51 1.25 0.00 55 0.95 1596.20 1.33 0.00 55 0.38 639.34 1.29 0.00 56 0.97 1654.25 1.37 0.00 56 0.39 662.59 1.34 0.00 57 0.98 1713.33 1.42 0.00 57 0.39 686.26 1.39 0.00 58 1.00 1773.45 1.47 0.00 58 0.40 710.34 1.44 0.00 59 1.02 1834.60 1.52 0.00 59 0.41 734.83 1.49 0.00 60 1.04 1896.79 1.57 0.00 60 0.42 759.74 1.54 0.00 61 1.05 1960.01 1.63 0.00 61 0.42 785.07 1.59 0.00 62 1.07 2024.28 1.68 0.00 62 0.43 810.81 1.64 0.00 63 1.09 2089.58 1.73 0.00 63 0.44 836.96 1.69 0.00 64 1.11 2155.91 1.79 0.00 64 0.44 863.53 1.75 0.00 65 1.12 2223.28 1.85 0.00 65 0.45 890.52 1.80 0.00 66 1.14 2291.69 1.90 0.00 66 0.46 917.92 1.86 0.00 Page 1 of 11 Area A Area B Duration Inflow Reservoir Reservoir Outflow Duration Inflow Reservoir Reservoir Outflow (mm) (cfs) Storage (C) Elevation (ft) (cfs) (mm) (cfs) Storage (cf) Elevation (ft) (cfs) 67 1.16 2361.14 1.96 0.00 67 0.46 945.73 1.91 0.00 68 1.17 2431.62 2.02 0.00 68 0.47 973.96 1.97 0.00 69 1.19 2503.14 2.08 0.00 69 0.48 1002.61 2.03 0.00 70 1.21 2575.69 2.14 0.00 70 0.48 1031.67 2.09 0.00 71 1.23 2649.28 2.20 0.00 71 0.49 1061.15 2.15 0.00 72 1.24 2723.91 2.26 0.00 72 0.50 1091.04 2.21 0.00 73 1.26 2799.58 2.32 0.00 73 0.51 1121.34 2.27 0.00 74 1.28 2876.28 2.39 0.00 74 0.51 1152.07 2.33 0.00 75 1.30 2954.01 2.45 0.00 75 0.52 1183.20 2.40 0.00 76 1.31 3032.79 2.52 0.00 76 0.53 1214.76 2.46 0.00 77 1.33 3112.60 2.58 0.00 77 0.53 1246.72 2.52 0.00 78 1.35 3193.45 2.65 0.00 78 0.54 1279.10 2.59 0.00 79 1.36 3275.33 2.72 0.00 79 0.55 1311.90 2.66 0.00 80 1.38 3358.25 2.79 0.00 80 0.55 1345.11 2.72 0.00 81 1.40 3442.20 2.86 0.00 81 0.56 1378.74 2.79 0.00 82 1.42 3527.20 2.93 0.00 82 0.57 1412.79 2.86 0.00 83 1.43 3613.23 3.00 0.00 83 0.57 1447.24 2.93 0.00 84 1.45 3700.29 3.07 0.00 84 0.58 1482.12 3.00 0.00 85 1.47 3788.39 3.14 0.00 85 0.59 1517.41 3.07 0.00 86 1.49 3877.53 3.22 0.00 86 0.60 1553.11 3.14 0.00 87 1.50 3967.71 3.29 0.00 87 0.60 1589.23 3.22 0.00 88 1.52 4058.92 3.37 0.00 88 0.61 1625.76 3.29 0.00 89 1.54 4151.17 3.45 0.00 89 0.62 1662.71 3.37 0.00 90 1.55 4244.45 3.52 0.00 90 0.62 1700.08 3.44 0.00 91 1.57 4338.77 3.60 0.00 91 0.63 1737.86 3.52 0.00 92 1.59 4434.13 3.68 0.00 92 0.64 1776.05 3.60 0.00 93 1.61 4530.53 3.76 0.00 93 0.64 1814.66 3.67 0.00 94 1.62 4627.96 3.84 0.00 94 0.65 1853.68 3.75 0.00 95 1.64 4726.42 3.92 0.00 95 0.66 1893.12 3.83 0.00 96 1.66 4825.93 4.01 0.00 96 0.66 1932.98 3.91 0.00 97 1.68 4926.47 4.09 0.00 97 0.67 1973.25 3.99 0.00 98 1.69 5028.04 4.17 0.00 98 0.68 2013.94 4.08 0.00 99 1.71 5130.66 4.26 0.00 99 0.69 2055.04 4.16 0.00 100 1.73 5234.31 4.35 0.00 100 0.69 2096.55 4.24 0.00 101 1.74 5338.99 4.43 0.00 101 0.70 2138.48 4.33 0.00 102 1.76 5444.72 4.52 0.00 102 0.71 2180.83 4.41 0.00 103 1.78 5551.47 4.61 0.00 103 0.71 2223.59 4.50 0.00 104 1.80 5659.27 4.70 0.00 104 0.72 2266.77 4.59 0.00 105 1.81 5768.10 4.79 0.00 105 0.73 2310.36 4.68 0.00 106 1.83 5877.97 4.88 0.00 106 0.73 2354.37 4.77 0.00 107 1.85 5988.88 4.97 0.00 107 0.74 2398.79 4.86 0.00 108 1.87 6100.82 5.06 0.00 108 0.75 2443.63 4.95 0.00 109 1.88 6213.80 5.16 0.00 109 0.75 2488.88 5.04 0.00 110 1.90 6327.81 5.25 0.00 110 0.76 2534.55 5.13 0.00 111 1.92 6442.86 5.35 0.00 111 0.77 2580.63 5.22 0.00 112 1.93 6558.95 5.44 0.00 112 0.77 2627.13 5.32 0.00 113 1.95 6676.07 5.54 0.00 113 0.78 2674.04 5.41 0.00 114 1.97 6794.23 5.64 0.00 114 0.79 2721.37 5.51 0.00 115 1.99 6913.43 5.74 0.00 115 0.80 2769.11 5.61 0.00 116 2.00 7033.66 5.84 0.00 116 0.80 2817.27 5.70 0.00 117 2.02 715493 5.94 0.00 117 0.81 2865.84 5.80 0.00 118 2.04 7277.24 6.04 0.00 118 0.82 2914.83 5.90 0.00 119 2.06 7400.58 6.14 0.29 119 0.82 2964.23 6.00 0.00 120 2.07 7507.56 6.23 0.66 120 0.83 3014.05 6.10 0.10 121 2.09 7593.38 6.30 1.02 121 0.84 3058.29 6.19 0.48 122 2.11 7658.63 6.36 1.32 122 0.84 3080.14 6.24 0.66 123 2.12 7706.92 6.40 1.55 123 0.85 3091.60 6.26 0.81 124 2.14 7742.45 6.43 1.72 124 0.86 3094.48 6.26 0.81 125 2.16 7768.81 6.45 1.86 125 0.86 3097.78 6.27 0.81 126 2.18 7787.81 6.47 1.95 126 0.87 3101.49 6.28 0.81 127 2.19 7802.44 6.48 2.03 127 0.88 3105.61 6.29 0.93 128 2.21 7813.31 6.49 2.09 128 0.89 3102.95 6.28 0.81 129 2.23 7821.62 6.49 2.13 129 0.89 3107.91 6.29 0.93 130 2.25 7828.57 6.50 2.17 130 0.90 3106.08 6.29 0.93 131 2.26 7834.15 6.50 2.20 131 0.91 3104.66 6.28 0.93 132 2.28 7838.96 6.51 2.23 132 0.91 3103.67 6.28 0.81 133 2.30 7843.02 6.51 2.25 133 0.92 3110.28 6.30 0.96 134 2.31 7846.91 6.51 2.27 134 0.93 3108.31 6.29 0.93 135 2.33 7850.64 6.52 2.29 135 0.93 3108.56 6.29 0.93 136 2.35 7854.20 6.52 2.31 136 0.94 3109.22 6.29 0.93 137 2.37 7857.60 6.52 2.33 137 0.95 3110.30 6.30 0.96 138 2.38 7860.84 6.53 2.35 138 0.95 3109.99 6.30 0.96 139 2.40 7863.91 6.53 2.37 139 0.96 3110.10 6.30 0.96 140 2.42 7866.82 6.53 2.38 140 0.97 3110.62 6.30 0.96 141 2.44 7870.16 6.53 2.40 141 0.98 3111.56 6.30 0.96 142 2.45 7873.35 6.54 2.42 142 0.98 3112.91 6.30 0.96 Page 2 of 11 Area A Area B Duration Inflow Reservoir Reservoir Outflow Duration Inflow Reservoir Reservoir Outflow (mm) (cfs) Storage (cf) Elevation (ft) (cfs) (mm) (cfs) Storage (ci) Elevation (ft) (cfs) 143 2.47 7876.37 6.54 2.44 143 0.99 3114.68 6.31 1.02 144 2.49 7879.22 6.54 2.45 144 1.00 3113.26 6.30 1.02 145 2.50 7882.51 6.54 2.47 145 1.00 3112.26 6.30 0.96 146 2.52 7885.64 6.55 2.49 146 1.01 3115.27 6.31 1.02 147 2.54 7888.61 6.55 2.51 147 1.02 3115.10 6.31 1.02 148 2.56 7891.41 6.55 2.52 148 1.02 3115.34 6.31 1.02 149 2.57 7894.65 6.55 2.54 149 1.03 3116.00 6.31 1.02 150 2.59 7897.72 6.56 2.56 150 1.04 3117.07 6.31 1.02 151 2.61 7900.63 6.56 2.58 151 1.04 3118.56 6.31 1.02 152 2.63 7903.38 6.56 2.59 152 1.05 3120.47 6.32 1.10 153 2.64 7906.56 6.56 2.61 153 1.06 3117.99 6.31 1.02 154 2.66 7909.58 6.57 2.62 154 1.07 3120.72 6.32 1.10 155 2.68 7913.04 6.57 2.65 155 1.07 3119.07 6.31 1.02 156 2.69 7915.73 6.57 2.66 156 1.08 3122.64 6.32 1.10 157 2.71 7918.86 6.57 2.68 157 1.09 3121.82 6.32 1.10 158 2.73 7921.83 6.58 2.69 158 1.09 3121.41 6.32 1.10 159 2.75 7925.23 6.58 2.72 159 1.10 3121.42 6.32 1.10 160 2.76 7927.87 6.58 2.73 160 1.11 3121.85 6.32 1.10 161 2.78 7930.95 6.58 2.75 161 1.11 3122.69 6.32 1.10 162 2.80 7933.86 6.59 2.77 162 1.12 3123.94 6.32 1.10 163 2.82 7936.61 6.59 2.79 163 1.13 3125.61 6.33 1.15 164 2.83 7939.20 6.59 2.80 164 1.13 3124.70 6.33 1.10 165 2.85 7942.22 6.59 2.82 165 1.14 3127.20 6.33 1.15 166 2.87 7945.08 6.60 2.82 166 1.15 3127.12 6.33 1.15 167 2.88 7948.97 6.60 2.82 167 1.16 3127.45 6.33 1.15 168 2.90 7953.90 6.60 2.82 168 1.16 3128.20 6.33 1.15 169 2.92 7959.87 6.61 2.85 169 1.17 3129.36 6.33 1.19 170 2.94 7965.07 6.61 2.90 170 1.18 3128.53 6.33 1.15 171 2.95 7968.32 6.61 2.94 171 1.18 3130.53 6.34 1.19 172 2.97 7970.19 6.62 2.96 172 1.19 3130.53 6.34 1.19 173 2.99 7971.91 6.62 2.98 173 1.20 3130.96 6.34 1.19 174 3.01 7973.46 6.62 2.99 174 1.20 3131.79 6.34 1.22 175 3.02 7975.44 6.62 3.00 175 1.21 3131.25 6.34 1.19 176 3.04 7977.87 6.62 3.00 176 1.22 3132.92 6.34 1.22 177 3.06 7981.33 6.63 3.04 177 1.22 3133.20 6.34 1.22 178 3.07 7983.42 6.63 3.04 178 1.23 3133.90 6.34 1.25 179 3.09 7986.56 6.63 3.05 179 1.24 3133.21 6.34 1.22 180 3.11 7990.13 6.63 3.09 180 1.25 3134.74 6.35 1.25 181 3.13 7992.33 6.63 3.09 181 1.25 3134.88 6.35 1.25 182 3.14 7995.57 6.64 3.11 182 1.26 3135.44 6.35 1.25 183 3.16 7998.65 6.64 3.13 183 1.27 3136.42 6.35 1.26 184 3.18 8001.57 6.64 3.14 184 1.27 3137.20 6.35 1.28 185 3.20 8004.92 6.65 3.16 185 1.28 3137.21 6.35 1.28 186 3.21 8008.11 6.65 3.19 186 1.29 3137.63 6.35 1.28 187 3.23 8010.53 6.65 3.20 187 1.29 3138.46 6.35 1.29 188 3.25 8013.39 6.65 3.22 188 1.30 3139.11 6.35 1.29 189 3.26 8016.09 6.65 3.24 189 1.31 3140.18 6.36 1.31 190 3.28 8018.63 6.66 3.26 190 1.31 3140.46 6.36 1.31 191 3.30 8021.00 6.66 3.26 191 1.32 3141.15 6.36 1.32 192 3.32 8024.40 6.66 3.30 192 1.33 3141.66 6.36 1.32 193 3.33 8026.45 6.66 3.30 193 1.34 3142.59 6.36 1.34 194 3.35 8029.53 6.67 3.32 194 1.34 3142.73 6.36 1.34 195 3.37 8032.45 6.67 3.34 195 1.35 3143.29 6.36 1.35 196 3.39 8035.20 6.67 3.36 196 1.36 3143.66 6.36 1.35 197 3.40 8037.79 6.67 3.37 197 1.36 3144.44 6.37 1.36 198 3.42 8040.81 6.68 3.40 198 1.37 3145.05 6.37 1.37 199 3.44 8043.08 6.68 3.41 199 1.38 3145.46 6.37 1.37 200 3.45 8045.78 6.68 3.43 200 1.38 3146.29 6.37 1.38 201 3.47 8048.31 6.68 3.43 201 1.39 3146.94 6.37 1.39 202 3.49 8051.88 6.68 3.47 202 1.40 3147.40 6.37 1.39 203 3.51 8054.09 6.69 3.47 203 1.40 3148.28 6.37 1.40 204 3.52 8057.34 6.69 3.51 204 1.41 3148.97 6.37 1.41 205 3.54 8059.22 6.69 3.51 205 1.42 3149.48 6.38 1.42 206 3.56 8062.14 6.69 3.53 206 1.43 3149.80 6.38 1.42 207 3.58 8064.89 6.70 3.55 207 1.43 3150.54 6.38 1.43 208 3.59 8067.48 6.70 3.56 208 1.44 3151.09 6.38 1.43 209 3.61 8070.51 6.70 3.59 209 1.45 3152.06 6.38 1.45 210 3.63 8072.78 6.70 3.60 210 1.45 3152.25 6.38 1.45 211 3.65 8075.48 6.70 3.62 211 1.46 3152.84 6.38 1.46 212 3.66 8078.01 6.71 3.65 212 1.47 3153.26 6.38 1.46 213 3.68 8079.79 6.71 3.65 213 1.47 315409 6.38 1.47 214 3.70 : 8082.60 6.71 3.66 214 1.48 3154.73 6.39 1.48 215 3.71 8085.85 6.71 3.68 215 1.49 3155.19 6.39 1.49 216 3.73 8088.93 6.72 3.70 216 1.49 3155.46 6.39 1.49 217 3.75 8091.85 6.72 3.72 217 1.50 3156.15 6.39 1.49 218 3.77 8094.60 6.72 3.74 218 1.51 3157.26 6.39 1.51 Page 3 of 11 Area A Area B Duration Inflow Reservoir Reservoir Outflow Duration Inflow Reservoir Reservoir Outflow (mm) (cfs) Storage (cf) Elevation (ft) (cfs) (mm) (cfs) Storage (cf) Elevation (ft) (cfs) 219 3.78 8097.20 6.72 3.76 219 1.52 3157.58 6.39 1.51 220 3.80 8099.63 6.72 3.77 220 1.52 3158.31 6.39 1.52 221 3.82 8102.49 6.73 3.79 221 1.53 3158.86 6.39 1.53 222 3.84 8105.19 6.73 3.82 222 1.54 3159.23 6.40 1.53 223 3.85 8107.13 6.73 3.82 223 1.54 3160.01 6.40 1.54 224 3.87 8110.11 6.73 3.83 224 1.55 3160.60 6.40 1.55 225 3.89 8113.52 6.74 3.87 225 1.56 3161.02 6.40 1.55 226 3.90 8115.57 6.74 3.87 226 1.56 3161.84 6.40 1.56 227 3.92 8118.65 6.74 3.89 227 1.57 3162.48 6.40 1.57 228 3.94 8121.57 6.74 3.91 228 1.58 3162.94 6.40 1.58 229 3.96 8124.33 6.74 3.93 229 1.58 3163.21 6.40 1.58 230 3.97 8126.93 6.75 3.95 230 1.59 3163.90 6.40 1.58 231 3.99 8129.36 6.75 3.97 231 1.60 3165.00 6.41 1.60 232 4.01 8131.62 6.75 3.99 232 1.61 3165.32 6.41 1.60 233 4.03 8133.73 6.75 4.00 233 1.61 3166.05 6.41 1.61 234 4.04 8136.27 6.75 4.02 234 1.62 3166.59 6.41 1.62 235 4.06 8138.64 6.76 4.02 235 1.63 3166.96 6.41 1.62 236 4.08 8142.06 6.76 4.04 236 1.63 3167.73 6.41 1.63 237 4.09 8145.31 6.76 4.08 237 1.64 3168.33 6.41 1.64 238 4.11 8147.19 6.76 4.08 238 1.65 3168.73 6.41 1.64 239 4.13 8150.12 6.77 4.10 239 1.65 3169.56 6.42 1.65 240 4.15 8152.87 6.77 4.12 240 1.66 3170.20 6.42 1.66 241 4.16 8155.47 6.77 4.14 241 1.67 3170.65 6.42 1.67 242 4.18 8157.90 6.77 4.16 242 1.67 3170.92 6.42 1.67 243 4.20 8160.17 6.77 4.18 243 1.68 3171.60 6.42 1.67 244 4.22 8162.28 6.78 4.20 244 1.69 3172.70 6.42 1.69 245 4.23 8164.22 6.78 4.20 245 1.70 3173.01 6.42 1.70 246 4.25 8167.20 6.78 4.21 246 1.70 3173.14 6.42 1.70 247 4.27 8170.61 6.78 4.25 247 1.71 3173.69 6.42 1.70 248 4.28 8172.66 6.78 4.25 248 1.72 3174.65 6.43 1.72 249 4.30 8175.75 6.79 4.27 249 1.72 3174.82 6.43 1.72 250 4.32 8178.67 6.79 4.29 250 1.73 3175.41 6.43 1.72 251 4.34 8181.43 6.79 4.31 251 1.74 3176.42 6.43 1.74 252 4.35 8184.03 6.79 4.33 252 1.74 3176.64 6.43 1.74 253 4.37 8186.46 6.80 4.35 253 1.75 3177.27 6.43 1.75 254 4.39 8188.73 6.80 4.37 254 1.76 3177.72 6.43 1.75 255 4.41 8190.84 6.80 4.39 255 1.76 3178.59 6.43 1.76 256 4.42 8192.78 6.80 4.41 256 1.77 3179.27 6.44 1.77 257 4.44 8194.56 6.80 4.43 257 1.78 3179.76 6.44 1.78 258 4.46 8196.18 6.80 4.43 258 1.79 3180.07 6.44 1.78 259 4.47 8198.83 6.81 4.44 259 1.79 3180.80 6.44 1.79 260 4.49 8201.92 6.81 4.45 260 1.80 3181.34 6.44 1.80 261 4.51 8205.45 6.81 4.48 261 1.81 3181.70 6.44 1.80 262 4.53 8208.21 6.81 4.52 262 1.81 3182.47 6.44 1.81 263 4.54 8209.61 6.82 4.54 263 1.82 3183.06 6.44 1.82 264 4.56 8210.84 6.82 4.54 264 1.83 3183.46 6.44 1.82 265 4.58 8213.11 6.82 4.56 265 1.83 3184.28 6.45 1.83 266 4.60 8215.22 6.82 4.56 266 1.84 3184.91 6.45 1.84 267 4.61 8218.37 6.82 4.58 267 1.85 3185.36 6.45 1.85 268 4.63 8221.35 6.82 4.62 268 1.85 3185.62 6.45 1.85 269 4.65 8222.96 6.83 4.63 269 1.86 3186.30 6.45 1.86 270 4.66 8225.02 6.83 4.64 270 1.87 3186.79 6.45 1.87 271 4.68 8227.51 6.83 4.64 271 1.88 3187.10 6.45 1.87 272 4.70 8231.04 6.83 4.66 272 1.88 3187.82 6.45 1.88 273 4.72 8234.40 6.84 4.68 273 1.89 3188.36 6.45 1.89 274 4.73 8237.60 6.84 4.72 274 1.90 3188.71 6.45 1.89 275 4.75 8239.44 6.84 4.74 275 1.90 3189.48 6.46 1.90 276 4.77 8241.11 6.84 4.75 276 1.91 3190.07 6.46 1.91 277 4.79 8243.22 6.84 4.77 277 1.92 3190.46 6.46 1.91 278 4.80 8245.16 6.84 4.77 278 1.92 3191.28 6.46 1.92 279 4.82 8248.15 6.85 4.79 279 1.93 3191.91 6.46 1.93 280 4.84 8250.97 6.85 4.82 280 1.94 3192.35 6.46 1.94 281 4.85 8253.02 6.85 4.85 281 1.94 3192.61 6.46 1.94 282 4.87 8254.31 6.85 4.85 282 1.95 3193.29 6.46 1.95 283 4.89 8256.64 6.85 4.86 283 1.96 3193.78 6.47 1.96 284 4.91 8259.41 6.86 4.88 284 1.97 3194.08 6.47 1.96 285 4.92 8262.01 6.86 4.90 285 1.97 3194.80 6.47 1.97 286 4.94 8264.45 6.86 4.92 286 1.98 3195.34 6.47 1.97 287 4.96 8266.72 6.86 4.94 287 1.99 3196.29 6.47 1.99 288 4.98 8268.83 6.86 4.94 288 1.99 3196.45 6.47 1.99 289 4.99 8271.98 6.87 4.98 289 2.00 3197.03 6.47 2.00 290 5.01 8273.76 6.87 4.99 290 2.01 3197.43 6.47 2.00 291 5.03 8275.98 6.87 4.99 291 2.01 3198.24 6.47 2.01 292 5.04 8279.24 6.87 5.01 292 2.02 3198.87 6.48 2.02 293 5.06 8282.33 6.88 5.03 293 2.03 3199.31 6.48 2.03 294 5.08 8285.26 6.88 5.05 294 2.03 3199.57 6.48 2.03 Page 4 of 11 Area A Area B Duration Inflow Reservoir Reservoir Outflow Duration Inflow Reservoir Reservoir Outflow (mm) (cfs) Storage (Ct) Elevation (ft) (cfs) (mm) (cfs) Storage (Ct) Elevation (ft) (cfs) 295 5.10 8288.03 6.88 5.07 295 2.04 3200.24 6.48 2.04 296 5.11 8290.63 6.88 5.10 296 2.05 3200.73 6.48 2.04 297 5.13 8292.47 6.88 5.11 297 2.06 3201.63 6.48 2.06 298 5.15 8294.75 6.89 5.13 298 2.06 3201.75 6.48 2.06 299 5.17 8296.86 6.89 5.15 299 2.07 3202.28 6.48 2.06 300 5.18 8298.81 6.89 5.17 300 2.08 3203.23 6.48 2.08 301 5.20 8300.60 6.89 5.17 301 2.08 3203.39 6.48 2.08 302 5.22 8303.42 6.89 5.20 302 2.09 3203.97 6.49 2.08 303 5.23 8305.48 6.89 5.20 303 2.10 3204.96 6.49 2.10 304 5.25 8308.57 6.90 5.23 304 2.10 3205.17 6.49 2.10 305 5.27 8310.90 6.90 5.24 305 2.11 3205.79 6.49 2.11 306 5.29 8313.67 6.90 5.28 306 2.12 3206.23 6.49 2.11 307 5.30 8315.07 6.90 5.28 307 2.12 3207.08 6.49 2.13 308 5.32 8317.52 6.90 5.30 308 2.13 3207.15 6.49 2.13 309 5.34 8319.79 6.91 5.32 309 2.14 3207.64 6.49 2.13 310 5.36 8321.91 6.91 5.34 310 2.14 3208.54 6.50 2.15 311 5.37 8323.86 6.91 5.34 311 2.15 3208.65 6.50 2.15 312 5.39 8326.84 6.91 5.36 312 2.16 3209.18 6.50 2.15 313 5.41 8329.67 6.91 5.40 313 2.17 3210.12 6.50 2.17 314 5.42 8331.13 6.92 5.40 314 2.17 3210.28 6.50 2.17 315 5.44 8333.62 6.92 5.41 315 2.18 3210.86 6.50 2.17 316 5.46 8336.56 6.92 5.43 316 2.19 3211.85 6.50 2.19 317 5.48 8339.33 6.92 5.46 317 2.19 3212.06 6.50 2.19 318 5.49 8341.33 6.92 5.47 318 2.20 3212.68 6.50 2.20 319 5.51 8343.77 6.93 5.49 319 2.21 3213.11 6.50 2.21 320 5.53 8346.05 6.93 5.51 320 2.21 3213.36 6.50 2.21 321 5.55 8348.17 6.93 5.53 321 2.22 3214.03 6.51 2.22 322 5.56 8350.12 6.93 5.53 322 2.23 3214.51 6.51 2.22 323 5.58 8353.11 6.93 5.57 323 2.23 3215.41 6.51 2.24 324 5.60 8354.73 6.94 5.57 324 2.24 3215.52 6.51 2.24 325 5.61 8357.39 6.94 5.60 325 2.25 3216.04 6.51 2.24 326 5.63 8359.29 6.94 5.60 326 2.26 3216.99 6.51 2.26 327 5.65 8362.23 6.94 5.62 327 2.26 3217.14 6.51 2.26 328 5.67 8365.00 6.94 5.62 328 2.27 3217.71 6.51 2.26 329 5.68 8368.80 6.95 5.69 329 2.28 3218.70 6.52 2.28 330 5.70 8369.45 6.95 5.69 330 2.28 3218.90 6.52 2.29 331 5.72 8371.13 6.95 5.70 331 2.29 3218.92 6.52 2.29 332 5.74 8373.25 6.95 5.70 332 2.30 3219.36 6.52 2.29 333 5.75 8376.40 6.95 5.74 333 2.30 3220.20 6.52 2.30 334 5.77 8378.19 6.96 5.74 334 2.31 3220.87 6.52 2.31 335 5.79 8381.01 6.96 5.76 335 2.32 3221.34 6.52 2.32 336 5.80 8383.68 6.96 5.79 336 2.32 3221.64 6.52 2.33 337 5.82 8385.58 6.96 5.82 337 2.33 3221.75 6.52 2.33 338 5.84 8386.71 6.96 5.82 338 2.34 3222.27 6.52 2.33 339 5.86 8388.88 6.96 5.83 339 2.35 3223.21 6.52 2.35 340 5.87 8391.49 6.97 5.85 340 2.35 3223.36 6.53 2.35 341 5.89 8393.94 6.97 5.88 341 2.36 3223.93 6.53 2.35 342 5.91 8395.62 6.97 5.89 342 2.37 3224.92 6.53 2.37 343 5.93 8397.74 6.97 5.89 343 2.37 3225.12 6.53 2.37 344 5.94 8400.89 6.97 5.91 344 2.38 3225.73 6.53 2.38 345 5.96 8403.88 6.98 5.95 345 2.39 3226.16 6.53 2.38 346 5.98 8405.51 6.98 5.95 346 2.39 3227.01 6.53 2.40 347 5.99 8408.18 6.98 5.98 347 2.40 3227.07 6.53 2.40 348 6.01 8410.08 6.98 5.98 348 2.41 3227.54 6.53 2.40 349 6.03 8413.01 6.98 6.02 349 2.41 3228.43 6.54 2.41 350 6.05 8414.59 6.99 6.02 350 2.42 3229.14 6.54 2.42 351 6.06 8417.20 6.99 6.04 351 2.43 3229.66 6.54 2.43 352 6.08 8419.65 6.99 6.07 352 2.44 3229.99 6.54 2.43 353 6.10 8421.33 6.99 6.08 353 2.44 3230.74 6.54 2.45 354 6.12 8423.45 6.99 6.10 354 2.45 3230.71 6.54 2.45 355 6.13 8425.40 6.99 6.10 355 2.46 3231.09 6.54 2.45 356 6.15 8428.40 7.00 6.14 356 2.46 3231.89 6.54 2.46 357 6.17 8430.03 7.00 6.14 357 2.47 3232.50 6.54 2.46 358 6.18 8432.69 7.00 6.16 358 2.48 3233.53 6.55 2.48 359 6.20 8435.19 7.00 6.19 359 2.48 3233.77 6.55 2.49 360 6.22 8436.93 7.00 6.19 360 2.49 3233.83 6.55 2.49 361 6.24 8439.71 7.01 6.21 361 2.50 3234.30 6.55 2.50 362 6.25 8442.32 7.01 6.24 362 2.50 3234.59 6.55 2.50 363 6.27 8444.17 7.01 6.25 363 2.51 3235.29 6.55 2.51 364 6.29 8446.45 7.01 6.27 364 2.52 3235.81 6.55 2.51 365 6.31 8448.57 7.01 6.29 365 2.53 3236.74 6.55 2.53 366 6.32 8450.53 7.02 6.29 366 2.53 3236.89 6.55 2.53 367 6.34 8453.53 7.02 6.33 367 2.54 3237.45 6.55 2.53 368 6.36 8455.16 7.02 6.33 368 2.55 3238.43 6.56 2.56 369 6.37 8457.82 7.02 6.35 369 2.55 3238.02 6.55 2.54 370 6.39 8460.33 7.02 6.37 370 2.56 3239.23 6.56 2.56 Page 5 of 11 Area A Area B Duration Inflow Reservoir Reservoir Outflow Duration Inflow Reservoir Reservoir Outflow (mm) (cfs) Storage (cf) Elevation (ft) (cfs) (mm) (cfs) Storage (cf) Elevation (ft) (cfs) 371 6.41 8462.67 7.03 6.40 371 2.57 3239.66 6.56 2.57 372 6.43 8464.24 7.03 6.40 372 2.57 3239.90 6.56 2.57 373 6.44 8466.86 7.03 6.42 373 2.58 3240.55 6.56 2.58 374 6.46 8469.31 7.03 6.45 374 2.59 3241.02 6.56 2.59 375 6.48 8470.99 7.03 6.46 375 2.59 3241.30 6.56 2.59 376 6.50 8473.12 7.03 6.48 376 2.60 3242.00 6.56 2.61 377 6.51 8475.07 7.04 6.48 377 2.61 3241.92 6.56 2.61 378 6.53 8478.07 7.04 6.52 378 2.62 3242.25 6.56 2.61 379 6.55 8479.70 7.04 6.52 379 2.62 3242.99 6.56 2.62 380 6.56 8482.37 7.04 6.56 380 2.63 3243.55 6.57 2.62 381 6.58 8483.68 7.04 6.56 381 2.64 3244.53 6.57 2.64 382 6.60 8486.02 7.04 6.58 382 2.64 3244.72 6.57 2.64 383 6.62 8488.20 7.05 6.59 383 2.65 3245.33 6.57 2.65 384 6.63 8490.81 7.05 6.62 384 2.66 3245.75 6.57 2.65 385 6.65 8492.66 7.05 6.63 385 2.66 3246.58 6.57 2.67 386 6.67 8494.95 7.05 6.65 386 2.67 3246.64 6.57 2.67 387 6.69 8497.07 7.05 6.67 387 2.68 3247.10 6.57 2.67 388 6.70 8499.03 7.06 6.67 388 2.68 3247.98 6.57 2.69 389 6.72 8502.03 7.06 6.69 389 2.69 3248.08 6.58 2.69 390 6.74 8504.86 7.06 6.73 390 2.70 3248.59 6.58 2.69 391 6.75 8506.33 7.06 6.73 391 2.71 3249.52 6.58 2.71 392 6.77 8508.84 7.06 6.75 392 2.71 3249.66 6.58 2.71 393 6.79 8511.18 7.07 6.77 393 2.72 3250.22 6.58 2.72 394 6.81 8513.36 7.07 6.80 394 2.73 3250.59 6.58 2.72 395 6.82 8514.78 7.07 6.80 395 2.73 3251.38 6.58 2.74 396 6.84 8517.23 7.07 6.82 396 2.74 3251.38 6.58 2.74 397 6.86 8519.52 7.07 6.85 397 2.75 3251.80 6.58 2.74 398 6.88 8521.05 7.07 6.86 398 2.75 3252.63 6.58 2.75 399 6.89 8523.01 7.08 6.86 399 2.76 3253.28 6.59 2.77 400 6.91 8526.01 7.08 6.90 400 2.77 3253.15 6.59 2.76 401 6.93 8527.64 7.08 6.90 401 2.77 3254.02 6.59 2.77 402 6.94 8530.31 7.08 6.92 402 2.78 3254.72 6.59 2.79 403 6.96 8532.82 7.08 6.96 403 2.79 3254.63 6.59 2.79 404 6.98 8533.97 7.08 6.96 404 2.80 3254.95 6.59 2.79 405 7.00 8536.15 7.09 6.98 405 2.80 3255.69 6.59 2.80 406 7.01 8538.16 7.09 6.99 406 2.81 3256.25 6.59 2.81 407 7.03 8540.62 7.09 7.01 407 2.82 3256.62 6.59 2.81 408 7.05 8542.91 7.09 7.04 408 2.82 3257.40 6.59 2.82 409 7.07 854444 7.09 7.05 409 2.83 3258.00 6.60 2.82 410 7.08 8546.40 7.09 7.05 410 2.82 3258.18 6.60 2.82 411 7.10 8549.40 7.10 7.07 411 2.82 3257.95 6.60 2.82 412 7.08 8550.16 7.10 7.09 412 2.81 3257.31 6.59 2.82 413 7.07 8548.69 7.10 7.07 413 2.80 3256.25 6.59 2.81 414 7.05 8547.38 7.10 7.07 414 2.80 3255.37 6.59 2.79 415 7.03 8545.04 7.09 7.05 415 2.79 3255.28 6.59 2.79 416 7.01 8542.85 7.09 7.04 416 2.78 3254.78 6.59 2.79 417 7.00 8540.23 7.09 7.01 417 2.77 3253.85 6.59 2.77 418 6.98 8538.38 7.09 6.99 418 2.77 3253.72 6.59 2.77 419 6.96 8536.69 7.09 6.98 419 2.76 3253.17 6.59 2.76 420 6.94 8534.56 7.08 6.96 420 2.75 3252.80 6.58 2.76 421 6.93 8532.59 7.08 6.94 421 2.75 3252.02 6.58 2.74 422 6.91 8530.79 7.08 6.94 422 2.74 3252.02 6.58 2.74 423 6.89 8527.95 7.08 6.90 423 2.73 3251.61 6.58 2.74 424 6.88 8526.48 7.08 6.90 424 2.73 3250.78 6.58 2.73 425 6.86 8523.97 7.08 6.88 425 2.72 3250.14 6.58 2.72 426 6.84 8521.62 7.07 6.86 426 2.71 3249.68 6.58 2.71 427 6.82 8519.44 7.07 6.85 427 2.71 3249.41 6.58 2.71 428 6.81 8516.82 7.07 6.82 428 2.70 3248.72 6.58 2.69 429 6.79 8514.96 7.07 6.80 429 2.69 3248.82 6.58 2.69 430 6.77 8513.27 7.07 6.80 430 2.68 3248.50 6.58 2.69 431 6.75 8510.54 7.07 6.77 431 2.68 3247.76 6.57 2.69 432 6.74 8508.57 7.06 6.75 432 2.67 3246.62 6.57 2.67 433 6.72 8506.77 7.06 6.75 433 2.66 3246.25 6.57 2.66 434 6.70 8503.93 7.06 6.71 434 2.66 3246.07 6.57 2.66 435 6.69 8502.45 7.06 6.69 435 2.65 3245.48 6.57 2.65 436 6.67 8501.14 7.06 6.69 436 2.64 3245.07 6.57 2.65 437 6.65 8498.79 7.06 6.67 437 2.64 3244.25 6.57 2.63 438 6.63 8496.60 7.05 6.65 438 2.63 3244.21 6.57 2.63 439 6.62 8494.58 7.05 6.65 439 2.62 3243.75 6.57 2.63 440 6.60 8491.52 7.05 6.63 440 2.62 3242.88 6.56 2.62 441 6.58 8488.63 7.05 6.59 441 2.61 3242.20 6.56 2.61 442 6.56 8487.10 7.05 6.59 442 2.60 3241.70 6.56 2.60 443 6.55 8484.53 7.04 6.58 443 2.59 3241.38 6.56 2.59 444 6.53 8481.53 7.04 6.54 444 2.59 3241.25 6.56 2.59 445 6.51 8479.88 7.04 6.54 445 2.58 3240.70 6.56 2.58 446 6.50 8477.21 7.04 6.50 446 2.57 3240.34 6.56 2.58 Page 6 of 11 Area A Area B Duration Inflow Reservoir Reservoir Outflow Duration Inflow Reservoir Reservoir Outflow (mm) (cfs) Storage (CO Elevation (ft) (cfs) (mm) (cfs) Storage (cf) Elevation (ft) (cfs) 447 6.48 8475.89 7.04 6.50 447 2.57 3239.57 6.56 2.57 448 6.46 8473.54 7.03 6.48 448 2.56 3238.98 6.56 2.56 449 6.44 8471.36 7.03 6.46 449 2.55 3238.57 6.56 2.56 450 6.43 8469.33 7.03 6.45 450 2.55 3237.75 6.55 2.54 451 6.41 8466.87 7.03 6.42 451 2.54 3237.71 6.55 2.54 452 6.39 8465.18 7.03 6.42 452 2.53 3237.26 6.55 2.53 453 6.37 8462.44 7.03 6.39 453 2.53 3236.99 6.55 2.53 454 6.36 8460.47 7.02 6.39 454 2.52 3236.31 6.55 2.52 455 6.34 8457.47 7.02 6.35 455 2.51 3235.81 6.55 2.51 456 6.32 8455.83 7.02 6.35 456 2.50 3235.50 6.55 2.51 457 6.31 8453.15 7.02 6.33 457 2.50 3234.77 6.55 2.50 458 6.29 8450.63 7.02 6.31 458 2.49 3234.23 6.55 2.50 459 6.27 8448.28 7.01 6.29 459 2.48 3233.27 6.55 2.48 460 6.25 8446.09 7.01 6.27 460 2.48 3233.10 6.54 2.48 461 6.24 8444.07 7.01 6.25 461 2.47 3232.51 6.54 2.46 462 6.22 8442.21 7.01 6.24 462 2.46 3232.71 6.54 2.47 463 6.20 8439.91 7.01 6.21 463 2.46 3231.89 6.54 2.46 464 6.18 8438.37 7.01 6.21 464 2.45 3231.26 6.54 2.45 465 6.17 8435.80 7.00 6.19 465 2.44 3230.81 6.54 2.45 466 6.15 8433.40 7.00 6.16 466 2.44 3229.94 6.54 2.43 467 6.13 8431.75 7.00 6.16 467 2.43 3229.86 6.54 2.43 468 6.12 8429.07 7.00 6.14 468 2.42 3229.37 6.54 2.42 469 6.10 8426.55 7.00 6.12 469 2.41 3229.06 6.54 2.42 470 6.08 8424.20 6.99 6.10 470 2.41 3228.33 6.54 2.41 471 6.06 8422.01 6.99 6.08 471 2.40 3227.79 6.53 2.40 472 6.05 8419.99 6.99 6.07 472 2.39 3227.44 6.53 2.40 473 6.03 8417.52 6.99 6.04 473 2.39 3226.67 6.53 2.39 474 6.01 8415.82 6.99 6.02 474 2.38 3226.08 6.53 2.38 475 5.99 8414.29 6.99 6.02 475 2.37 3225.68 6.53 2.38 476 5.98 8411.72 6.98 6.01 476 2.37 3224.87 6.53 2.37 477 5.96 8408.71 6.98 5.98 477 2.36 3224.24 6.53 2.36 478 5.94 8406.46 6.98 5.97 478 2.35 3223.79 6.53 2.35 479 5.93 8403.78 6.98 5.95 479 2.35 3223.53 6.53 2.35 480 5.91 8401.26 6.97 5.93 480 2.34 3222.85 6.52 2.34 481 5.89 8398.91 6.97 5.91 481 2.33 3222.36 6.52 2.33 482 5.87 8396.72 6.97 5.89 482 2.32 3222.06 6.52 2.33 483 5.86 8394.69 6.97 5.88 483 2.32 3221.33 6.52 2.32 484 5.84 8392.22 6.97 5.85 484 2.31 3220.80 6.52 2.31 485 5.82 8390.52 6.97 5.83 485 2.30 3220.44 6.52 2.31 486 5.80 8388.99 6.96 5.83 486 2.30 3219.68 6.52 2.29 487 5.79 8386.41 6.96 5.82 487 2.29 3219.70 6.52 2.29 488 5.77 8383.40 6.96 5.78 488 2.28 3219.30 6.52 2.29 489 5.75 8381.75 6.96 5.78 489 2.28 3218.49 6.52 2.28 490 5.74 8379.07 6.96 5.76 490 2.27 3217.86 6.51 2.27 491 5.72 8376.55 6.95 5.74 491 2.26 3217.41 6.51 2.26 492 5.70 8374.20 6.95 5.72 492 2.26 3217.16 6.51 2.26 493 5.68 8372.00 6.95 5.70 493 2.25 3216.48 6.51 2.25 494 5.67 8369.97 6.95 5.69 494 2.24 3215.99 6.51 2.24 495 5.65 8367.51 6.95 5.68 495 2.23 3215.69 6.51 2.24 496 5.63 8364.61 6.94 5.62 496 2.23 3214.97 6.51 2.23 497 5.61 8364.27 6.94 5.62 497 2.22 3214.44 6.51 2.22 498 5.60 8362.89 6.94 5.62 498 2.21 3214.09 6.51 2.22 499 5.58 8360.48 6.94 5.60 499 2.21 3213.32 6.50 2.21 500 5.56 8358.23 6.94 5.60 500 2.20 3212.74 6.50 2.20 501 5.55 8354.95 6.94 5.59 501 2.19 3212.35 6.50 2.20 502 5.53 8351.23 6.93 5.55 502 2.19 3211.54 6.50 2.18 503 5.51 8348.87 6.93 5.53 503 2.18 3211.52 6.50 2.18 504 5.49 8346.67 6.93 5.51 504 2.17 3211.08 6.50 2.18 505 5.48 8344.64 6.93 5.51 505 2.17 3210.22 6.50 2.17 506 5.46 8341.58 6.92 5.47 506 2.16 3209.55 6.50 2.16 507 5.44 8339.87 6.92 5.46 507 2.15 3209.06 6.50 2.15 508 5.42 8337.73 6.92 5.46 508 2.14 3208.76 6.50 2.15 509 5.41 8334.56 6.92 5.41 509 2.14 3208.05 6.49 2.14 510 5.39 8333.34 6.92 5.41 510 2.13 3207.52 6.49 2.13 511 5.37 8331.09 6.92 5.40 511 2.12 3207.17 6.49 2.13 512 5.36 8328.41 6.91 5.38 512 2.12 3206.41 6.49 2.12 513 5.34 8325.88 6.91 5.36 513 2.11 3205.83 6.49 2.11 514 5.32 8323.53 6.91 5.34 514 2.10 3205.44 6.49 2.10 515 5.30 8321.33 6.91 5.32 515 2.10 3205.23 6.49 2.10 516 5.29 8319.30 6.91 5.32 516 2.09 3204.61 6.49 2.10 517 5.27 8316.23 6.90 5.28 517 2.08 3203.57 6.48 2.08 518 5.25 8314.52 6.90 5.28 518 2.08 3203.32 6.48 2.08 519 5.23 8311.78 6.90 5.26 519 2.07 3202.65 6.48 2.07 520 5.22 8309.20 6.90 5.24 520 2.06 3202.17 6.48 2.06 521 5.20 8308.79 6.90 5.23 521 2.06 3201.87 6.48 2.06 522 5.18 8303.94 6.89 5.20 522 2.05 3201.16 6.48 2.05 Page 7 of 11 Area A Area B Duration Inflow Reservoir Reservoir Outflow Duration Inflow Reservoir Reservoir Outflow (mm) (cfs) Storage (cf) Elevation (ft) (cfs) (mm) (cfs) Storage (C) Elevation (ft) (cfs) 523 5.17 8301.85 6.89 5.19 523 2.04 3200.63 6.48 2.04 524 5.15 8299.33 6.89 5.17 524 2.03 3200.29 6.48 2.04 525 5.13 8296.97 6.89 5.15 525 2.03 3199.53 6.48 2.03 526 5.11 8294.77 6.89 5.13 526 2.02 3198.96 6.48 2.02 527 5.10 8292.74 6.88 5.11 527 2.01 3198.57 6.47 2.01 528 5.08 8290.87 6.88 5.11 528 2.01 3198.37 6.47 2.01 529 5.06 8287.96 6.88 5.07 529 2.00 3197.75 6.47 2.01 530 5.04 8286.42 6.88 5.07 530 1.99 3196.71 6.47 1.99 531 5.03 8283.84 6.88 5.05 531 1.99 3196.46 6.47 1.99 532 5.01 8281.42 6.87 5.03 532 1.98 3195.80 6.47 1.98 533 4.99 8279.17 6.87 5.01 533 1.97 3195.32 6.47 1.97 534 4.98 8277.08 6.87 5.01 534 1.97 3195.02 6.47 1.97 535 4.96 8273.95 6.87 4.99 535 1.96 3194.31 6.47 1.97 536 4.94 8270.99 6.87 4.98 536 1.95 3193.19 6.46 1.95 537 4.92 8267.59 6.86 4.94 537 1.94 3192.85 6.46 1.95 538 4.91 8265.56 6.86 4.92 538 1.94 3192.09 6.46 1.93 539 4.89 8263.69 6.86 4.90 539 1.93 3192.12 6.46 1.93 540 4.87 8261.98 6.86 4.90 540 1.92 3191.74 6.46 1.93 541 4.85 8259.23 6.86 4.88 541 1.92 3190.93 6.46 1.92 542 4.84 8256.65 6.85 4.86 542 1.91 3190.32 6.46 1.91 543 4.82 8254.24 6.85 4.85 543 1.90 3189.89 6.46 1.90 544 4.80 8251.38 6.85 4.82 544 1.90 3189.64 6.46 1.90 545 4.79 8249.29 6.85 4.81 545 1.89 3188.98 6.46 1.90 546 4.77 8246.76 6.85 4.79 546 1.88 3187.90 6.45 1.88 547 4.75 8244.40 6.84 4.77 547 1.88 3187.61 6.45 1.88 548 4.73 8242.20 6.84 4.77 548 1.87 3186.90 6.45 1.87 549 4.72 8238.96 6.84 4.74 549 1.86 3186.38 6.45 1.86 550 4.70 8236.49 6.84 4.72 550 1.85 3186.04 6.45 1.86 551 4.68 8234.18 6.84 4.68 551 1.85 3185.29 6.45 1.85 552 4.66 8233.24 6.83 4.68 552 1.84 3184.72 6.45 1.84 553 4.65 8231.25 6.83 4.66 553 1.83 3184.34 6.45 1.83 554 4.63 8229.43 6.83 4.66 554 1.83 3184.14 6.45 1.83 555 4.61 8226.58 6.83 4.64 555 1.82 3183.53 6.44 1.83 556 4.60 8223.89 6.83 4.63 556 1.81 3182.50 6.44 1.81 557 4.58 8220.76 6.82 4.62 557 1.81 3182.26 6.44 1.81 558 4.56 8217.19 6.82 4.58 558 1.80 3181.60 6.44 1.80 559 4.54 8214.99 6.82 4.56 559 1.79 3181.13 6.44 1.79 560 4.53 8212.95 6.82 4.56 560 1.79 3180.84 6.44 1.79 561 4.51 8209.88 6.82 4.54 561 1.78 3180.13 6.44 1.78 562 4.49 8206.97 6.81 4.50 562 1.77 3179.61 6.44 1.77 563 4.47 8205.42 6.81 4.48 563 1.76 3179.28 6.44 1.77 564 4.46 6204.04 6.81 4.48 564 1.76 3178.53 6.43 1.76 565 4.44 8201.62 6.81 4.45 565 1.75 3177.96 6.43 1.76 566 4.42 8199.96 6.81 4.44 566 1.74 3176.98 6.43 1.74 567 4.41 8197.87 6.81 4.44 567 1.74 3176.79 6.43 1.74 568 4.39 8194.74 6.80 4.43 568 1.73 3176.18 6.43 1.74 569 4.37 8191.17 6.80 4.39 569 1.72 3175.15 6.43 1.72 570 4.35 8188.97 6.80 4.37 570 1.72 3174.91 6.43 1.72 571 4.34 8186.93 6.80 4.37 571 1.71 3174.26 6.43 1.71 572 4.32 8183.85 6.79 4.33 572 1.70 3173.79 6.42 1.70 573 4.30 8182.14 6.79 4.33 573 1.70 3173.50 6.42 1.70 574 4.28 8179.39 6.79 4.31 574 1.69 3172.80 6.42 1.69 575 4.27 8176.80 6.79 4.29 575 1.68 3172.28 6.42 1.68 576 4.25 8174.38 6.79 4.27 576 1.67 3171.95 6.42 1.68 577 4.23 8172.12 6.78 4.25 577 1.67 3171.20 6.42 1.67 578 4.22 8170.03 6.78 4.23 578 1.66 3170.64 6.42 1.67 579 4.20 8168.10 6.78 4.23 579 1.65 3169.67 6.42 1.65 580 4.18 8165.13 6.78 4.21 580 1.65 3169.47 6.42 1.65 581 4.16 8162.33 6.78 4.20 581 1.64 3168.87 6.41 1.65 582 4.15 8159.08 6.77 4.18 582 1.63 3167.84 6.41 1.63 583 4.13 8156.01 6.77 4.14 583 1.63 3167.61 6.41 1.63 584 4.11 8154.29 6.77 4.14 584 1.62 3166.95 6.41 1.62 585 4.09 8151.54 6.77 4.12 585 1.61 3166.48 6.41 1.61 586 4.08 8148.96 6.76 4.10 586 1.61 3166.20 6.41 1.61 587 4.06 8146.53 6.76 4.08 587 1.60 3165.50 6.41 1.60 588 4.04 8144.27 6.76 4.06 588 1.59 3164.99 6.41 1.60 589 4.03 8142.18 6.76 4.04 589 1.58 3164.06 6.40 1.59 590 4.01 8140.24 6.76 4.04 590 1.58 3163.32 6.40 1.58 591 3.99 8137.27 6.76 4.02 591 1.57 3162.76 6.40 1.57 592 3.97 8134.47 6.75 4.00 592 1.56 3162.38 6.40 1.57 593 3.96 8131.83 6.75 3.99 593 1.56 3161.60 6.40 1.56 594 3.94 8128.75 6.75 3.97 594 1.55 3160.99 6.40 1.55 595 3.92 8125.83 6.75 3.95 595 1.54 3160.57 6.40 1.55 596 3.90 8123.08 6.74 3.93 596 1.54 3159.74 6.40 1.54 597 3.89 8120.49 6.74 3.91 597 1.53 3159.09 6.39 1.53 598 3.87 8118.07 6.74 3.89 598 1.52 3158.62 6.39 1.52 Page 8 of 11 Area A Area B Duration Inflow Reservoir Reservoir Outflow Duration Inflow Reservoir Reservoir Outflow (mm) (cfs) Storage (cf) Elevation (ft) (cfs) (mm) (cfs) Storage (cf) Elevation (ft) (cfs) 599 3.85 8115.81 6.74 3.87 599 1.52 3158.34 6.39 1.52 600 3.84 8113.71 6.74 3.87 600 1.51 3157.65 6.39 1.51 601 3.82 8110.57 6.73 3.85 601 1.50 3157.14 6.39 1.51 602 3.80 8107.60 6.73 3.83 602 1.49 3156.21 6.39 1.49 603 3.78 8104.80 6.73 3.82 603 1.49 3156.07 6.39 1.49 604 3.77 8101.55 6.73 3.77 604 1.48 3155.51 6.39 1.49 605 3.75 8100.27 6.72 3.77 605 1.47 3154.54 6.39 1.47 606 3.73 8097.95 6.72 3.76 606 1.47 3154.36 6.39 1.47 607 3.71 8095.20 6.72 3.76 607 1.46 3153.75 6.38 1.47 608 3.70 8091.41 6.72 3.72 608 1.45 3152.74 6.38 1.45 609 3.68 8088.99 6.72 3.70 609 1.45 3152.51 6.38 1.45 610 3.66 8086.72 6.71 3.68 610 1.44 3151.86 6.38 1.45 611 3.65 8084.62 6.71 3.68 611 1.43 3150.80 6.38 1.43 612 3.63 8081.49 6.71 3.66 612 1.43 3150.52 6.38 1.42 613 3.61 8078.52 6.71 3.65 613 1.42 3150.43 6.38 1.42 614 3.59 8075.11 6.70 3.60 614 1.41 3149.92 6.38 1.42 615 3.58 8073.66 6.70 3.60 615 1.40 3149.00 6.37 1.41 616 3.56 8071.18 6.70 3.59 616 1.40 3148.26 6.37 1.40 617 3.54 8068.26 6.70 3.56 617 1.39 3147.71 6.37 1.40 618 3.52 8066.11 6.70 3.55 618 1.38 3146.74 6.37 1.38 619 3.51 8063.52 6.69 3.55 819 1.38 3146.55 6.37 1.38 620 3.49 8059.89 6.69 3.51 620 1.37 3145.96 6.37 1.37 621 3.47 8057.62 6.69 3.51 621 1.36 3145.54 6.37 1.37 622 3.45 8054.32 6.69 3.47 622 1.36 3144.71 6.37 1.36 623 3.44 8052.39 6.68 3.47 623 1.35 3144.07 6.36 1.36 624 3.42 8049.41 6.68 3.45 624 1.34 3143.01 6.36 1.34 625 3.40 8046.60 6.68 3.43 625 1.34 3142.74 6.36 1.34 626 3.39 8043.95 6.68 3.41 626 1.33 3142.05 6.36 1.33 627 3.37 8041.47 6.68 3.40 627 1.32 3141.54 6.36 1.32 628 3.35 8038.55 6.67 3.37 628 1.31 3141.22 6.36 1.32 629 3.33 8036.40 6.67 3.37 629 1.31 3140.49 6.36 1.31 630 3.32 8033.20 6.67 3.36 630 1.30 3139.94 6.36 1.30 631 3.30 8029.57 6.67 3.32 631 1.29 3139.57 6.36 1.30 632 3.28 8027.31 6.66 3.32 632 1.29 3138.79 6.35 1.29 633 3.26 8024.01 6.66 3.28 633 1.28 3138.20 6.35 1.29 634 3.25 8022.07 6.66 3.28 634 1.27 3137.18 6.35 1.28 635 3.23 8019.09 6.66 3.26 635 1.27 3136.36 6.35 1.26 636 3.21 8016.28 6.65 3.24 636 1.26 3136.32 6.35 1.26 637 3.20 8013.63 6.65 3.22 637 1.25 3135.86 6.35 1.26 638 3.18 8011.15 6.65 3.20 638 1.25 3134.99 6.35 1.25 639 3.16 8008.83 6.65 3.20 639 1.24 3134.30 6.34 1.25 640 3.14 8005.47 6.65 3.19 640 1.23 3133.20 6.34 1.22 641 3.13 8001.67 6.64 3.14 641 1.22 3133.48 6.34 1.22 642 3.11 7999.84 6.64 3.14 642 1.22 3133.35 6.34 1.22 643 3.09 7996.98 6.64 3.13 643 1.21 3132.81 6.34 1.22 644 3.07 7993.67 6.64 3.11 644 1.20 3131.84 6.34 1.22 645 3.06 7990.53 6.63 3.09 645 1.20 3130.47 6.34 1.19 646 3.04 7987.56 6.63 3.07 646 1.19 3130.47 6.34 1.19 647 3.02 7984.74 6.63 3.05 647 1.18 3130.07 6.34 1.19 648 3.01 7982.09 6.63 3.04 648 1.18 3129.24 6.33 1.19 649 2.99 7979.01 6.62 3.02 649 1.17 3128.00 6.33 1.15 650 2.97 7976.08 6.62 3.00 650 1.16 3128.75 6.33 1.15 651 2.95 7973.33 6.62 2.99 651 1.16 3129.08 6.33 1.19 652 2.94 7970.13 6.62 2.96 652 1.15 3126.60 6.33 1.15 653 2.92 7967.70 6.61 2.94 653 1.14 3126.10 6.33 1.15 654 2.90 7965.43 6.61 2.90 654 1.13 3125.19 6.33 1.15 655 2.88 7964.52 6.61 2.90 655 1.13 3123.86 6.32 1.10 656 2.87 7962.58 6.61 2.88 656 1.12 3125.11 6.33 1.15 657 2.85 7960.80 6.61 2.86 657 1.11 3122.95 6.32 1.10 658 2.83 7959.19 6.61 2.85 658 1.11 3123.38 6.32 1.10 659 2.82 7957.14 6.61 2.82 659 1.10 3123.39 6.32 1.10 660 2.80 7955.85 6.60 2.82 660 1.09 3122.98 6.32 1.10 661 2.78 7953.53 6.60 2.82 661 1.09 3122.16 6.32 1.10 662 2.76 7950.17 6.60 2.82 662 1.08 3120.93 6.32 1.10 663 2.75 7945.77 6.60 2.82 663 1.07 3119.28 6.31 1.02 664 2.73 7940.34 6.59 2.81 664 1.07 3122.01 6.32 1.10 665 2.71 7934.47 6.59 2.77 665 1.06 3119.53 6.31 1.02 666 2.69 7929.96 6.58 2.74 666 1.05 3121.44 6.32 1.10 667 2.68 7926.22 6.58 2.72 667 1.04 3118.13 6.31 1.02 668 2.66 7922.64 6.58 2.71 668 1.04 3119.20 6.31 1.02 669 2.64 7918.62 6.57 2.68 669 1.03 3119.86 6.32 1.02 670 2.63 7915.37 6.57 2.66 670 1.02 3120.10 6.32 1.10 671 2.61 7912.28 6.57 2.64 671 1.02 3115.13 6.31 1.02 672 2.59 7909.35 6.57 2.62 672 1.01 3114.54 6.30 1.02 673 2.57 7906.59 6.56 2.61 673 1.00 3113.54 6.30 1.02 674 2.56 7903.39 6.56 2.59 674 1.00 3112.12 6.30 0.96 Page 9 of 11 Area A Area B Duration Inflow Reservoir Reservoir Outflow Duration Inflow Reservoir Reservoir Outflow (mm) (cfs) Storage (ci) Elevation (ft) (cfs) (mm) (cfs) Storage (cf) Elevation (ft) (cfs) 675 2.54 7900.36 6.56 2.57 675 0.99 3113.89 6.30 1.02 676 2.52 7897.49 6.56 2.56 676 0.98 3111.64 6.30 0.96 677 2.50 7894.18 6.55 2.53 677 0.98 3112.58 6.30 0.96 678 2.49 7891.63 6.55 2.52 678 0.97 3113.10 6.30 0.96 679 2.47 7888.65 6.55 2.51 679 0.96 3113.21 6.30 1.02 680 2.45 7885.24 6.55 2.49 680 0.95 3109.30 6.29 0.93 681 2.44 7881.98 6.54 2.46 681 0.95 3110.38 6.30 0.96 682 2.42 7879.49 6.54 2.45 682 0.94 3109.24 6.29 0.93 683 2.40 7876.56 6.54 2.44 683 0.93 3109.49 6.29 0.96 684 2.38 7873.20 6.54 2.42 684 0.93 3107.52 6.29 0.93 685 2.37 7870.00 6.53 2.40 685 0.92 3106.93 6.29 0.93 686 2.35 7866.96 6.53 2.39 686 0.91 3105.94 6.29 0.93 687 2.33 7863.49 6.53 2.37 687 0.91 3104.52 6.28 0.93 688 2.31 7860.18 6.53 2.35 688 0.90 3102.69 6.28 0.81 689 2.30 7857.04 6.52 2.33 689 0.89 3107.65 6.29 0.93 690 2.28 7854.05 6.52 2.31 690 0.89 3104.99 6.29 0.93 691 2.26 7851.23 6.52 2.30 691 0.88 3101.91 6.28 0.81 692 2.25 7847.98 6.52 2.28 692 0.87 3105.62 6.29 0.93 693 2.23 7844.89 6.51 2.26 693 0.86 3101.72 6.28 0.81 694 2.21 7841.96 6.51 2.24 694 0.86 3104.60 6.28 0.93 695 2.19 7839.19 6.51 2.23 695 0.85 3099.86 6.28 0.81 696 2.18 7835.99 6.51 2.21 696 0.84 3101.91 6.28 0.81 697 2.16 7832.95 6.50 2.20 697 0.84 3103.55 6.28 0.81 698 2.14 7829.48 6.50 2.17 698 0.83 3104.77 6.28 0.93 699 2.12 7826.77 6.50 2.16 699 0.82 3098.37 6.27 0.81 700 2.11 7823.62 6.49 2.15 700 0.82 3098.76 6.27 0.81 701 2.09 7820.04 6.49 2.13 701 0.81 3098.73 6.27 0.81 702 2.07 7816.62 6.49 2.10 702 0.80 3098.29 6.27 0.81 703 2.06 7813.96 6.49 2.09 703 0.80 3097.43 6.27 0.81 704 2.04 7810.87 6.48 2.08 704 0.79 3096.16 6.27 0.81 705 2.02 7807.34 6.48 2.06 705 0.78 3094.47 6.26 0.81 706 2.00 7803.97 6.48 2.04 706 0.77 3092.37 6.26 0.81 707 1.99 7800.77 6.48 2.02 707 0.77 3089.85 6.25 0.66 708 1.97 7797.73 6.47 2.01 708 0.76 3095.92 6.27 0.81 709 1.95 7794.25 6.47 1.99 709 0.75 3092.57 6.26 0.81 710 1.93 7790.94 6.47 1.97 710 0.75 3088.81 6.25 0.66 711 1.92 7787.79 6.47 1.95 711 0.74 3093.63 6.26 0.81 712 1.90 7784.80 6.46 1.94 712 0.73 3089.04 6.25 0.66 713 1.88 7781.38 6.46 1.92 713 0.73 3093.03 6.26 0.81 714 1.87 7778.12 6.46 1.90 714 0.72 3087.61 6.25 0.66 715 1.85 7775.03 6.45 1.89 715 0.71 3090.77 6.26 0.66 716 1.83 7771.50 6.45 1.87 716 0.71 3093.52 6.26 0.81 717 1.81 7768.13 6.45 1.85 717 0.70 3086.85 6.25 0.66 718 1.80 7764.93 6.45 1.83 718 0.69 3088.76 6.25 0.66 719 1.78 7761.88 6.44 1.82 719 0.69 3090.26 6.26 0.66 720 1.76 7758.41 6.44 1.80 720 0.68 3091.35 6.26 0.66 721 1.74 7755.09 6.44 1.79 721 0.67 3092.02 6.26 0.81 722 1.73 7751.34 6.43 1.76 722 0.66 3083.28 6.24 0.66 723 1.71 7748.36 6.43 1.75 723 0.66 3083.12 6.24 0.66 724 1.69 7744.93 6.43 1.74 724 0.65 3082.54 6.24 0.66 725 1.68 7741.07 6.43 1.72 725 0.64 3081.55 6.24 0.66 726 1.66 7737.38 6.42 1.70 726 0.64 3080.14 6.24 0.66 727 1.64 7733.84 6.42 1.67 727 0.63 3078.32 6.23 0.66 728 1.62 7731.07 6.42 1.66 728 0.62 3076.09 6.23 0.66 729 1.61 7727.87 6.42 1.65 729 0.62 3073.44 6.22 0.61 730 1.59 7724.23 6.41 1.63 730 0.61 3073.37 6.22 0.61 731 1.57 7720.75 6.41 1.61 731 0.60 3072.89 6.22 0.61 732 1.55 7717.43 6.41 1.60 732 0.60 3071.99 6.22 0.61 733 1.54 7713.68 6.40 1.58 733 0.59 3070.68 6.22 0.61 734 1.52 7710.09 6.40 1.56 734 0.58 3068.96 6.21 0.48 735 1.50 7706.67 6.40 1.54 735 0.57 3074.61 6.22 0.61 736 1.49 7703.41 6.39 1.53 736 0.57 3072.06 6.22 0.61 737 1.47 7699.71 6.39 1.51 737 0.56 3069.09 6.21 0.48 738 1.45 7696.17 6.39 1.49 738 0.55 3073.50 6.22 0.61 739 1.43 7692.80 6.39 1.48 739 0.55 3069.70 6.21 0.61 740 1.42 7689.00 6.38 1.46 740 0.54 3065.48 6.21 0.48 741 1.40 7685.35 6.38 1.44 741 0.53 3068.64 6.21 0.48 742 1.38 7681.87 6.38 1.42 742 0.53 3071.40 6.22 0.61 743 1.36 7678.55 6.37 1.41 743 0.52 3065.93 6.21 0.48 744 1.35 7674.80 6.37 1.39 744 0.51 3067.86 6.21 0.48 745 1.33 7671.21 6.37 1.37 745 0.51 3069.36 6.21 0.61 746 1.31 7667.79 6.37 1.36 746 0.50 3062.65 6.20 0.48 747 1.30 7663.92 6.36 1.34 747 0.49 3063.33 6.20 0.48 748 1.28 7660.22 6.36 1.32 748 0.48 3063.59 6.20 0.48 749 1.26 7656.69 6.36 1.30 749 0.48 3063.44 6.20 0.48 750 1.24 7653.32 6.35 1.29 750 0.47 3062.87 6.20 0.48 Page 10 0111 Area A Duration Inflow Reservoir Reservoir Outflow (mm) (cfs) Storage (ci) Elevation (ft) (cfs) 751 1.23 7649.51 6.35 1.28 752 1.21 7645.26 6.35 1.25 753 1.19 7641.78 6.34 1.22 754 1.17 7639.06 6.34 1.22 755 1.16 7635.31 6.34 1.19 756 1.14 7632.32 6.34 1.19 757 1.12 7628.29 6.33 1.15 758 1.11 7625.62 6.33 1.15 759 1.09 7621.92 6.33 1.15 760 1.07 7617.19 6.32 1.10 761 1.05 7614.41 6.32 1.10 762 1.04 7610.60 6.32 1.10 763 1.02 7605.75 6.31 1.02 764 1.00 7604.67 6.31 1.02 765 0.98 7602.55 6.31 1.02 766 0.97 7599.40 6.31 1.02 767 0.95 7595.20 6.31 1.02 768 0.93 7589.97 6.30 0.96 769 0.92 7587.31 6.30 0.96 770 0.90 7583.61 6.30 0.96 771 0.88 7578.87 6.29 0.93 772 0.86 7574.89 6.29 0.93 773 0.85 7569.88 6.28 0.93 774 0.83 7563.83 6.28 0.81 775 0.81 7563.95 6.28 0.81 776 0.79 7563.03 6.28 0.81 777 0.78 7561.07 6.28 0.81 778 0.76 7558.07 6.27 0.81 779 0.74 7554.04 6.27 0.81 780 0.73 7548.98 6.27 0.81 781 0.71 7542.87 6.26 0.81 782 0.69 7535.73 6.26 0.66 783 0.67 7536.56 6.26 0.66 784 0.66 7536.34 6.26 0.66 785 0.64 7535.09 6.26 0.66 786 0.62 7532.81 6.25 0.66 787 0.60 7529.48 6.25 0.66 788 0.59 7525.13 6.25 0.66 789 0.57 7519.73 6.24 0.66 790 0.55 7513.30 6.24 0.66 791 0.54 7505.83 6.23 0.66 792 0.52 7497.32 6.22 0.61 793 0.50 7490.78 6.22 0.61 794 0.48 7483.20 6.21 0.48 795 0.47 7482.39 6.21 0.48 796 0.45 7480.54 6.21 0.48 797 0.43 7477.65 6.21 0.48 798 0.41 7473.73 6.20 0.48 799 0.40 7468.77 6.20 0.48 800 0.38 7462.77 6.20 0.48 801 0.36 7455.74 6.19 0.48 802 0.35 7447.67 6.18 0.48 803 0.33 7438.56 6.18 0.29 804 0.31 7439.82 6.18 0.29 805 0.29 7440.04 6.18 0.29 806 0.28 7439.22 6.18 0.29 807 0.26 7437.37 6.17 0.29 808 0.24 7434.48 6.17 0.29 809 0.22 7430.55 6.17 0.29 810 0.21 7425.59 6.16 0.29 811 0.19 7419.59 6.16 0.29 812 0.17 7412.56 6.15 0.29 813 0.16 7404.49 6.15 0.29 814 0.14 7395.38 6.14 0.29 815 0.12 7385.23 6.13 0.29 816 0.10 7374.05 6.12 0.22 817 0.09 7366.04 6.11 0.22 818 0.07 7356.98 6.11 0.10 819 0.05 7354.09 6.11 0.10 820 0.03 7350.16 6.10 0.10 821 0.02 7345.20 6.10 0.10 822 0.00 7339.20 6.09 0.10 Area B Duration Inflow Reservoir Reservoir Outflow (mm) (cfs) Storage (cf) Elevation (ft) (cfs) 751 0.46 3061.68 6.20 0.48 752 0.46 3060.48 6.20 0.48 753 0.45 3056.67 6.19 0.48 754 0.44 3056.44 6.19 0.48 755 0.44 3053.79 6.18 0.29 756 0.43 3062.13 6.20 0.48 757 0.42 3058.66 6.19 0.48 758 0.42 3054.77 6.18 0.48 759 0.41 3050.46 6.18 0.29 760 0.40 3057.14 6.19 0.48 761 0.39 3052.01 6.18 0.29 762 0.39 3057.86 6.19 0.48 763 0.38 3051.89 6.18 0.29 764 0.37 3056.91 6.19 0.48 765 0.37 3050.11 6.17 0.29 766 0.36 3054.30 6.18 0.48 767 0.35 3046.67 6.17 0.29 768 0.35 3050.03 6.17 0.29 769 0.34 3052.97 6.18 0.29 770 0.33 3055.50 6.19 0.48 771 0.33 3046.21 6.17 0.29 772 0.32 3047.91 6.17 0.29 773 0.31 3049.19 6.17 0.29 774 0.30 3050.06 6.17 0.29 775 0.30 3050.51 6.18 0.29 776 0.29 3050.55 6.18 0.29 777 0.28 3050.17 6.17 0.29 778 0.28 3049.38 6.17 0.29 779 0.27 3048.17 6.17 0.29 780 0.26 3046.54 6.17 0.29 781 0.26 3044.50 6.16 0.29 782 0.25 3042.05 6.16 0.29 783 0.24 3039.18 6.15 0.29 784 0.24 3035.90 6.15 0.29 785 0.23 3032.20 6.14 0.29 786 0.22 3028.08 6.13 0.22 787 0.21 3027.75 6.13 0.22 788 0.21 3027.01 6.13 0.22 789 0.20 3025.85 6.13 0.22 790 0.19 3024.27 6.12 0.22 791 0.19 3022.28 6.12 0.22 792 0.18 3019.87 6.11 0.22 793 0.17 3017.05 6.11 0.10 794 0.17 3021.02 6.12 0.22 795 0.16 3017.36 6.11 0.10 796 0.15 3020.50 6.11 0.22 797 0.15 3016.02 6.11 0.10 798 0.14 3018.32 6.11 0.10 799 0.13 3020.21 6.11 0.22 800 0.12 3014.48 6.10 0.10 801 0.12 3015.54 6.10 0.10 802 0.11 3016.18 6.11 0.10 803 0.10 3016.41 6.11 0.10 804 0.10 3016.22 6.11 0.10 835 0.09 3015.62 6.10 0.10 836 0.08 3014.60 6.10 0.10 837 0.08 3013.17 6.10 0.10 838 0.07 3011.32 6.10 0.10 809 0.06 3009.05 6.09 0.10 810 0.06 3006.38 6.09 0.10 811 0.05 3003.28 6.08 0.10 812 0.04 2999.77 6.07 0.10 813 0.03 2995.85 6.06 0.00 814 0.03 2997.51 6.07 0.10 815 0.02 2992.75 6.06 0.00 816 0.01 2993.58 6.06 0.00 817 0.01 2994.00 6.06 0.00 818 0.00 2994.00 6.06 0.00 Page 11 of 11 L = Watercourse Length = Change in Elevation = D =Duration (ta) = 11.9L3 Drainage Area Runoff Volume, VOL (cf) A 1,166 B 566 CLIENT Poseidon JOB NO. PAGE 1 OF 1 ILD PROJECT Carlsbad Desalter DATE CHECKED 9/10/2009 DATE 9/10/2009 TETRA TECH, INC. DETAIL Interim-Dev. Hydrology CHECKED BY JED COMPUTED BY CDF 85th Percentile Storm Event Intensity is based on San Diego County Hydrology Manual, June 2003 = 7.44 P6D°5 Link = Intensity (in/hr) 85th Percentile Precipitation = 0.60 in (24-hour storm duration) P61P24 needs to be between 45% to 65% of the 24 hr P8 = 0.3 in precipitation. Drainage Area Total Area (SF) i Adjusted c Watercourse Length,L (FT) Change in Elev., AE (FT) Duration (ta) (Mm) Intensity Peak Discharge, Q (cfs) Runoff Volume, VOL (acre-inch) A 186,504 0.25 672 6.5 7.00 1.27 1.36 0.32 B 90,521 0.25 455 43 2.16 2.72 1.41 0.16 85th Percentile Event -24 Hours Isopluvial (Inches) = 0.6 I = (7.44P6D0 ) x 2 Permeable Areas c = 0.25 From Table 3-1 of the San Diego County Hydrology Manual, Group B Soils, Permanent Open Space Soils Data taken from Appendix A of the San Diego County Hydrology Manual Impervious Areas c = 0.90 From Section 3.1.2 of the San Diego County Hydrology Manual, Impervious Areas Adjusted c value: Impervious = 0.90 x Area + 0.25 x Pervious Area Total Area Storm Volume VOL = C P6 A 6-Hour Precipitation Eq. 6-1 San Diego Hydrology Manual Peak Discharge Qci A L = Watercourse Length = Change in Elevation = D =Duration (ta) = 11.9L3 0.385 Drainage Area Runoff Volume, VOL (cf) A 3,074 B 1,772 4,846 I,1'1 CLIENT Poseidon JOB NO. PAGE 1 OF 1 ( J PROJECT Carlsbad Desalter DATE CHECKED 9/10/2009 DATE 9/10/2009 TETRA TECH, INC. DETAIL Post-Dev. Hydrology CHECKED BY JED COMPUTED BY CDF 85th Percentile Storm Event Intensity is based on San Diego County Hydrology Manual, June 2003 = 7.44 P6D05 LIL'!1 = Intensity (in/hr) 85th Percentile Precipitation = 0.60 in (24-hour storm duration) PeP24 needs to be between 45% to 65% of the 24 hr P6 = 0.3 in precipitation. Drainage Area Total Area (SF) Permeable Area (SF) Impervious Area (SF) Adjusted c Watercourse Length,L (Fr) Change in Elev., AE (Fr) Duration (ta) (Mm) Intensity Peak Discharge, Q (cfs) Runoff Volume, VOL (acre-inch) A 152,752 21,221 130,733 0.80 634 8.5 5.90 1 1.42 4.01 0.85 B 105,792 38,467 1 68,054 0.67 695 7.5 6.89 1 1.29 2.10 0.49 258,544 c = 0.25 c = 0.90 85th Percentile Event -24 Hours IsopIuvial (Inches) = 0.6 = (7.44P6D.MS) x 2 Permeable Areas c = 0.25 From Table 3-1 of the San Diego County Hydrology Manual, Group B Soils, Permanent Open Space Soils Data taken from Appendix A of the San Diego County Hydrology Manual Impervious Areas c = 0.90 From Section 3.1.2 of the San Diego County Hydrology Manual, Impervious Areas Adjusted c value: Impervious - 0.90 x Area + 0.25 x Pervious Area C - Total Area Storm Volume VOL = c P6 A 6-Hour Precipitation Eq. 6-1 San Diego Hydrology Manual Peak Discharge Q=ci A 12.03 ft3/s 1.50 ft 0.08 ft/ft 0.02 ftfft - 7.00 ft 0.67 ft Horizontal 10.00 in 7.00 ft 90.00 degrees 6.72 It 0.50 It 0.09 ft 0.92 ft Discharge Gutter Width Gutter Cross Slope Road Cross Slope Curb Opening Length Opening Height Curb Throat Type Local Depression Local Depression Width Throat Incline Angle Results Spread Depth Gutter Depression Total Depression Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster (08.01.071.001 9110(2009 9:08:57 AM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1•203-7551666 Page 1 of I lOyr Circular Pipe - A Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.02700 ftift Diameter 1.50 ft Discharge 12.03 ft3/s Results Normal Depth 0.92 It Flow Area 1.14 ft2 Wetted Perimeter 2.70 ft Top Width 1.46 ft Critical Depth 1.32 ft Percent Full 61.5 % Critical Slope 0.01185 ft/ft Velocity 10.56 ft/s Velocity Head 1.73 ft Specific Energy 2.65 It Froude Number 2.11 Maximum Discharge 18.57 ft3/s Discharge Full 17.26 ft3ls Slope Full 0.01312 ft/ft Flow Type SuperCritical GVF Input Data : Downstream Depth 2.50 ft Length 89.00 ft Number Of Steps 1 GVF Output Data Upstream Depth 1.32 ft Profile Description Composite SI -> 52 Profile Headloss 1.22 ft Average End Depth Over Rise 127.19 % Normal Depth Over Rise 61.48 % Downstream Velocity 6.81 ftJs Upstream Velocity 7.32 ftJs Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 911012009 9:09:35 AM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203•755.1666 Page 1 of 2 I Oyr Circular Pipe - A GVF Output Data Normal Depth 0.92 ft Critical Depth 1.32 It Channel Slope 0.02700 ft/ft Critical Slope 0.01185 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster L08.01.071.001 9(1012009 9:09:35 AM 27 Slemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203-7551666 Page 2 of 2 lOyr Curb Inlet On Grade - B Project Description Solve For Efficiency Input Data Discharge 6.28 ft3ls Slope 0.60000 ft/ft Gutter Width 1.50 ft Gutter Cross Slope 0.08 ftJft Road Cross Slope 0.01 ft/ft Roughness Coefficient 0.016 Curb Opening Length 13.00 ft Local Depression 10.00 in Local Depression Width 5.00 ft Results Efficiency 44.65 % Intercepted Flow 2.80 ft3/s Bypass Flow 3.48 ft3/s Spread 8.73 ft Depth 0.19 It Flow Area 0.46 ft2 Gutter Depression 0.11 It Total Depression 0.94 ft Velocity 13.67 ft/s Equivalent Cross Slope 0.12476 ft/ft Length Factor 0.28 Total Interception Length 46.41 ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster L08.01.071.001 911012009 9;10;14 AM 27 Slemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203•755-1666 Page 1 of I lOyr Circular Pipe - B Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.07100 ftJft Diameter 1.50 ft Discharge 6.28 ft3/ Results Normal Depth 0.48 ft Flow Area 0.49 ft2 Wetted Perimeter 1.81 ft Top Width 1.40 ft Critical Depth 0.97 ft Percent Full 32.2 % Critical Slope 0.00636 ft/ft Velocity 12.77 ft/s Velocity Head 2.54 ft Specific Energy 3.02 It Froude Number 3.80 Maximum Discharge 30.11 ft3/s Discharge Full 27.99 ft3/s Slope Full 0.00357 ft/ft Flow Type SuperCritical GVF Input Data 7. Downstream Depth Length Number Of Steps GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity Upstream Velocity Composite 51 -> S2 3.60 ft 50.70 ft 0.97 ft 0.97 ft 152.29 % 32.20 % 3.55 ft/s 5.20 ft/s Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster L08.01.071.00I 911012009 9:10:43 AM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203-755.1666 Page 1 of 2 lOyr Circular Pipe - B GVF Output Data Normal Depth 0.48 ft Critical Depth 0.97 ft Channel Slope 0.07100 ft/ft Critical Slope 0.00636 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.071.001 911012009 9:10:43 AM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203.755-1666 Page 2 of 2 Broad Crested Weir Project Description .. . . . •. . . . . . . . Solve For Discharge Input Data Headwater Elevation 7.00 ft Crest Elevation 6.00 ft Tailwater Elevation 0.00 ft Crest Surface Type Paved Crest Breadth 0.50 ft Crest Length 2.00 ft Results . . Discharge 6.17 ft3/s Headwater Height Above Crest 1.00 ft Tailwater Height Above Crest -6.00 ft Weir Coefficient 3.09 US Submergence Factor 1.00 Adjusted Weir Coefficient 3.09 US Flow Area 2.00 ft2 Velocity 3.09 ft/s Wetted Perimeter 4.00 ft Top Width 2.00 ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 9(10(2009 10:23:26 AM 27 SIemens Company Drive Suite 200W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of I APPENDIX 2 Low IMPACT DEVELOPMENT CALCULATIONS 0 80 160 WAE OM AUAW 2= IDRAWINGS PREPARED FOR: PROJECT:PDP 00-02B/SP 144(J) CARLSBAD DESALINATION PLANT 1 I I FW LJ P 0 S E I D 0 N H E S 0 U R C E S ENCINA GENERATING STATION FIGURE 11 -LOW IMPACT DEVELOPMENT (LID) DESKNM BY I I I I P0.Idon Reaources Corporation I I I I PRECISE DEVELOPMENT PLAN TECHNIQUES CHECKM NBY I I WY CLIENT Poseidon JOB NO. PAGE 1 OF 1 PROJECT Carlsbad Desalter DATE CHECKED 10/5/2009 DATE 10/5/2009 TETRA TECH, INC. DETAIL Post-Dev. Hydrology CHECKED BY JLF COMPUTED BY EA 85th Percentile Storm Event Intensity is based on San Diego County Hydrology Manual, June 2003 1=7.44P6D 5 Link Areas for LID Techniques Intensity (In/hr) 85th Percentile Precipitation = 0.60 in (24-hour storm duration) P61P24 needs to be between 45% to 65% of the 24 hr P6 = 0.3 in precipitation. Drainage Area (SF) Impervious Area (SF) Adjusted c Watercourse Length,L (FT) Change in Elev., AE (Fr) Duration (t) (Mm) Intensity Peak Discharge, 0 (cfs) Runoff Volume, VOL (acre-inch) A 112,466 96,561 0.81 426 4.1 4.94 1.59 3.32 0.63 B 68,804 Total Area N20,671 48,133 0.70 216 4.15 2.24 2.65 2.95 0.33 C 38,714 34,220 0.82 306 1.5 4.96 1.59 1.17 0.22 D 24,232 11,013 0.55 197 3 2.29 2.62 0.79 0.09 E 14,595 1 11,562 1 0.76 171 1 1 1 2.96 1 2.22 1 0.57 1 0.08 258,811 c = 0.25 L = Watercourse Length = Change in Elevation = D =Duration (ta) = 11.90 AE 85th Percentile Event -24 Hours c=0.90 IsopIuvial (Inches) = 0.6 Drainage Area Runoff Volume, VOL (cf) A 2,272 B 1,212 C 798 D 330 E 1 279 4,1 = (7.44P6D0MS) x 2 Permeable Areas c = 0.25 From Table 3-1 of the San Diego County Hydrology Manual, Group B Soils, Permanent Open Space Soils Data taken from Appendix A of the San Diego County Hydrology Manual Impervious Areas c = 0.90 From Section 3.1.2 of the San Diego County Hydrology Manual, Impervious Areas Adjusted c value: Impervious = 0.90 x Area + 0.25 x Pervious Area Total Area Storm Volume VOL = c P6 A 6-Hour Precipitation Eq. 6-1 San Diego Hydrology Manual Peak Discharge Qci A Table I - Vegetated Blo-Swale Storage Subarea Area (si) Length Volume of Above-ground Storage I Volume of Material (ci) Volume of Underground Storage Total Storage (ci) I (cy) I (ac-ft) (ci) I (cy) (ac-ft) (ac-ft) I (ac-in) I A I 1011.66 I 93 I 2159.89 I 79.92 0.0495 I 680.76 204.23 I 7.56 0.0047 0.0542 I 0.65 I B I 1874.45 I 107 I 8747.43 I 323.66 I 0.2007 I 2247.00 674.10 I 24.94 0.0155 0.2161 I 2.59 Total I 2886.11 I 200.00 I 10907.33 I 403.57 I 0.25 I 2927.76 878.33 I 32.50 0.02 0.27 I 3.24 Biocell A Side Slopes 2:1 Total Width 7.66 ft Storage Width 3.66 ft Storage Depth (above) 0.58 ft Storage Depth (under) 2 ft Porosity 30% Biocell A Side Slopes 3:1 Total Width 20 ft Storage Width 14 ft Storage Depth (above) 0.33 ft Storage Depth (under) 1.5 ft Porosity 30% Vol. of Above-ground Storage = Area x Storage Width x Above-ground Storage Depth Vol. of Material = Length x Storage Width x Underground Storage Depth Vol. of Underground Storage = Vol. of Material x Porosity Table 2 - Permeable Pavement Storage Permeable Volume of Volume of Water Storage Subarea Pavement (sl) Depth (ft) Porosity Material (co I NO I (cy) (acre-ft) I (acre-in) C 3152.99 0.75 0.40 2364.74 945.90 35.00 0.02 0.26 D 2019.90 0.75 0.40 1514.93 605.97 22.42 0.01 0.17 E 927.00 0.75 0.40 695.25 278.10 10.29 0.01 0.08 Total 6099.89 4574.92 1829.97 67.71 0.04 0.50 Depth = 9 in = 0.75 ft Vol. of Material = Area of Permeable Pavement x Depth Vol. of Water Storage = Vol. of Material x Porosity DIL CLIENT Poseidon JOB NO. PROJECT Carlsbad Desalter DATE CHECKED PAGE 1 OF 10/5/2009 DATE 10/5/2009 TETRA TECH, INC. DETAIL LID Summary CHECKED BY JLF COMPUTED BY EA 85th Percentile Storm Event Areas for LID Techniques Drainage Area Runoff Volume (acre- inch) to be Mitigated BMP Type Runoff Volume (acre-inch) Mitigated Percent Mitigated A 0.63 Bio-Swale 0.65 104% B 0.33 Bio-Swale 2.59 777% C 0.22 Perm. Pave. 0.26 118% D 0.09 Perm. Pave. 0.17 183% E 0.08 Perm. Pave. 1 0.08 100% Flow Capacity of Bioswale A Project Description Friction Method Manning Formula Solve For Discharge :htMt Data - Roughness Coefficient 0.030 Channel Slope 0.00500 ft/ft Normal Depth 1.00 ft Left Side Slope 2.00 ftift (H:V) Right Side Slope 2.00 ft/ft (H:V) Bottom Width 3.66 ft Results Discharge 15.57 ft3/s Flow Area 5.66 ft2 Wetted Perimeter 8.13 ft Top Width 7.66 ft Critical Depth 0.72 It Critical Slope 0.01701 ft/ft Velocity 2.75 ft/s Velocity Head 0.12 ft Specific Energy 1.12 ft Froude Number 0.56 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth Profile Description Profile Headloss Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope 0.00 ft 0.00 ft Infinity ft/s Infinity ft/s 1.00 ft 0.72 ft 0.00500 ft/ft 0.01701 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 10/6/2009 10:45:45 AM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1•203-755-1666 Page 1 of I l-'ouIt Discharge Headwater Height Above Centroid Tailwater Height Above Centroid Flow Area Velocity 22.05 ft3ls 0.42 ft -0.58 ft 7.07 ft2 3.12 ft/s Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster (08.01.071.001 1016/2009 1:20:52 PM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of I Flow Capacity of 2 Steel Pipe Inlets in Bioswale A - Weir Calc Project Description Solve For Discharge Input Data Headwater Elevation 1.00 ft Crest Elevation 0.58 ft Weir Coefficient 3.00 US Crest Length 18.85 ft Results Discharge 15.39 ft3ls Headwater Height Above Crest 0.42 ft Flow Area 7.92 ft2 Velocity 1.94 ft/s Wetted Perimeter 19.69 ft Top Width 18.85 It Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 101612009 1:22:46 PM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1.203.755.1666 Page 1 of 1 Flow Capacity of Bioswale B Project Description 1.,. Friction Method Manning Formula Solve For Discharge Input Data Roughness Coefficient 0.030 Channel Slope 0.00500 ftJft Normal Depth 1.00 ft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (H:V) Bottom Width 14.00 ft Results Discharge 52.86 ft3/s Flow Area 17.00 ft2 Wetted Perimeter 20.32 It Top Width 20.00 ft Critical Depth 0.72 ft Critical Slope 0.01550 ft/ft Velocity 3.11 ft/s Velocity Head 0.15 ft Specific Energy 1.15 ft Froude Number 0.59 Flow Type Subcritical GVF Input Data - Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ftls Upstream Velocity Infinity ft/s Normal Depth 1.00 ft Critical Depth 0.72 ft Channel Slope 0.00500 ftift Critical Slope 0.01550 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.071.001 1016(2009 10:46:11 AM 27 Siemons Company Drive Suite 200W Watertown, Cl 05795 USA +1•203-755-1666 Page 1 of 1 Flow Capacity of I Steel Pipe Inlet in Bioswale B - Orifice Calc Project Description Solve For Discharge Input Data Headwater Elevation 1.00 ft Centroid Elevation 0.33 ft Tailwater Elevation 0.00 ft Discharge Coefficient 0.60 Diameter 3.00 ft Results Discharge 27.79 ft3/s Headwater Height Above Centroid 0.67 ft Tailwater Height Above Centroid -0.33 ft Flow Area 7.07 ft2 Velocity 3.93 ft/s Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 101612009 1:22:05 PM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of I Flow Capacity of I Steel Pipe Inlet in Bioswale B - Weir Caic Project Description Solve For Discharge Input Data Headwater Elevation 1.00 ft Crest Elevation 0.33 ft Weir Coefficient 3.00 US Crest Length 9.42 ft Results Discharge 15.39 ft3/s Headwater Height Above Crest 0.67 It Flow Area 6.28 ft2 Velocity 2.45 ft/s Wetted Perimeter 10.75 ft Top Width 9.42 ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster (08.01.071.001 101612009 2:21:55 PM 27 Slemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203.755.1666 Page 1 of 1 TW 2' 3.66' 2' PER PLANS\ 4' al 6" MIN. FREEBOARD RO PROCESS AREA 24" MIN. SAND/COMPOST MIX WITH 5 IN/HR MIN. INFILTRATION RATE 4" PERFORATED PIPE 1.0% MIN. INSTALL ALONG SWALE C WITH PERFORATIONS ORIENTED DOWNWARD, ENCASED IN CLASS II, OPEN GRADED GRAVEL, 1/2"0 12" THICK AND WRAPPED IN MIRAFI 140N FILTER FABRIC FOOTING, DEPTH PER STRUCTURAL PLANS TOP LAYER OF HDPE MUST OVERLAP BOTTOM LAYER AND BE ANCHORED IN PLACE 30-50 MIL HDPE "IMPERMEABLE" WITH ALL LAPS SEALED PER MANUFACTURER'S SPECIFICATIONS 6" OF WASHED SAND (SE > 35) TYPE "A" VEGETATED BIO-SWALE DETAIL NOT TO SCALE BMP TO COMPLY WITH SUSMP REVISIONS CITY OF CARLSBAD Project No.: RP 05-12A ____ ____ EFFECTIVE MARCH 2008, Date: 10-5-09 POSEIDON RESOURCES CARLSBAD Designed By: JF BMP SHALL BE REVIEWED IN AND APPROVED BY www.tetratech.com SEAWATER DESALINATION PLANT GEOTECHNICAL ENGINEER. VEGETATED BIO-SWALE LID I Copyright: Tetra Tech 3, 14' 3' 6"x6" MOW CURB FINISH GRADE CURB OPENING, PER ATTACHED DETAIL 6" MIN. T FREEBOARD I T 18" MIN. SAND/COMPOST MIX WITH 5 IN/HR MIN. INFILTRATION RATE 4" PERFORATED PIPE 1.0% MIN. INSTALL ALONG SWALE C WITH PERFORATIONS ORIENTED DOWNWARD, ENCASED IN CLASS II, OPEN GRADED GRAVEL, 1/2"0 12" THICK AND WRAPPED IN MIRAFI 140N FILTER FABRIC TOP LAYER OF HDPE MUST OVERLAP BOTTOM LAYER AND BE ANCHORED IN PLACE 30-50 MIL HDPE "IMPERMEABLE" WITH ALL LAPS SEALED PER MANUFACTURER'S SPECIFICATIONS 6" OF WASHED SAND (SE > 35) TYPE "B" BMP TO COMPLY WITH SUSMP REVISIONS EFFECTIVE MARCH 2008, BMP SHALL BE REVIEWED AND APPROVED BY GEOTECHNICAL ENGINEER. BIORETENTION SWALE DETAIL NOT TO SCALE CITY OF CARLSBAD Project No.: RP 05-12A I Date: 10-5-09 J POSEIDON RESOURCES CARLSBAD Designed By: JF www.tetratech.com SEAWATER DESALINATION PLANT BIORETENTION SWALE LID 2 Copyright: Tetra Tech L FL( NOTES CONCRETE SPLASH PAD NECESSARY WHERE WATER ENTERS AND/OR EXITS BIORETENTION CELL. FOR STORMWATER FACILITIES, INSTALL WASHED PEA GRAVEL OR RIVER ROCK TO TRANSITION FROM SPLASH PAD TO TOPSOIL. CURB AND GUTTER PER PRECISE GRADING SHEETS ISOMETRIC VIEW to cli FL (PER PLAN) PLAN VIEW CURB & GUTTER PER PRECISE GRADING SHEETS 1.5' I I , *2 TC=G-4" TAPERED RELIEF 3/4" GRAVEL TC=G-2" AT SECTION A— CURB FACE 3" DEEP, TYP. CURB OPENING NOT TO SCALE Copyright: Tetra Tech 6" CURB ONLY PER PG PLANS 1/2" OPEN GRADE WIDTH PER PLAN - AR16000 ASPHALT (MODIFIED) X :.:::..::.: 3" NON-WOVEN GEOTEXTILE t - . 3 MAXIMUM RESERVOIR DEPTH 18" Fm 1 -1/2" WASHED AGGREGATE I gogogo 00 gogogo -000 0000000000 0 0 " 00 GEOTEXTILE BC=6" SAND CONCRETE >\//ggc0og \_ NON-WOVEN SAND) 3/4" GRAVEL 30-50 MIL HDPE 4" PERFORATED "IMPERMEABLE" WITH ALL LAPS SCHEDULE 40 SEALED PER MANUFACTURER'S . PVC PIPE SPECIFICATIONS PERMEABLE ASPHALT-CONCRETE NOT TO SCALE CITY OF CARLSBAD Project No.: RP 05-12A Date: 10-5-09 tJ U•UThI POSEIDON RESOURCES CARLSBAD Designed By: JF www.tetrateoh.com SEAWATER DESALINATION PLANT PERMEABLE ASPHALT - CONCRETE LID 4 Copyright: Tetra Tech 76mm (3") X 3.5mm (2-1/2") X 9.53mm (3/8") Rivet, Spot Weld or Tack Weld at 1/8 points or better to CSP Punch 25mm (1') hole in CSP Place pipe so bars of main surface flow grate will be parallel with 76mm (3') x 13mm (1/2') bars 9.53mm . 4C (3/8') Rivets, Q94V(1/8") pot weld or tack 9mm0 19mm Cl—i eld at 3.20mm k seal See Detail "A' points or (6 __________ welded to grate ______ ______________ L I (3'—O") better (See Note 2) I fl ,—See Detail "8" E E- ontinuo pipe 102mm (4') 4' 2 ° . 3o5.::__ Field JoIflt for bottom design) weld 203mm (8") :• : (0 (See Section A—A flu nnstU\ (6 +2 [...Llip.'.1 J152mm (61 SECTION C—C INKm mLL TYPE B Join to CSP ' 1.22m (4'-01 dia base E SECTION A—A E 13mm (1/2") R TYPE -\ - 13mm (1/2') dia. mm . A Slot 19mm (3/41 x 57mm (2-1/4 30.2mm (13/1$rn 6.35mm (1/41 Checkered PL-\ mrn _.' CNI weld or tack weld at 3.20mm UP (3/4) 9.53mm (3/8') Rivets, spot LID (1/8") points or better dia. holes in angle SECTION F—F Punch 14.2mm (9/16') (3") x 63.5mm (2-1/2") x 9.53mm (3/8") 13mm (1/21 dia. x 76mm (3") NOTES DETAIL "B" 25.4mm 14.2mm (9/16") Hole in angle All components shall be galvanized. Slot 19mm (3/41 x 51 mm (21 Inlet and outlet pipes shall be set at factory and L 6.35mm (1/4") Checkered lI. positioned as shown on plans E Ladders and Steps: None required where "H" is Ij(0 1.10m (3'-6") or less. Where "H" is between 1.10m Ki (3'-6") and 1.50m (4'—1 1") place one step + 4 6 4. 406mm (16") above the floor. IT H is 1.52m (5') " Tack weld 457mm (18") of or more install a ladder placing lowest rung 406mm 6.35mm (1/4") heat—treated - chain to frame and cover (16") above the floor and the highest rung not more (See Note 5) than 356mm (14") below top of inlet. Place single step or ladder in wall with wall opening. See Standard Drawing D— 17 for additional details. 9.53mm (3/8") Rivets, spot weld or tack Grate to be provided when specified. weld at 3.20mm (1/8") points or better Grate detail shall be as shown on Standard Drawing 0-17 unless otherwise approved by Agency. DETAIL Revision Approved Date RECOMMENDED BY THE SAN DIEGO ORIGINAL Kerchevol 12/75 SAN DIEGO REGIONAL STANDARD DRAWING REGIONAL STANDARDS COMMITTEE Add Metric T. Stanton 03/03 116~ 31,011WO3 Reformatted T. Stanton 04/06 CORRUGATED STEEL PIPE INLETS Choirperso n R.C.E. 19246 Date __ - TYPES A AND B DRA1NG D-16 NUMBER _- See Detail A 51 mm (2") Clear onal splice (3") x 9.53mm Bars L76mm (3") x 63.5mm 63.5mm (2-1/2")x 9.53mm (3/8") (2-1/2'S or 1-76mm (3") x 76mm (3")x 9.53mm f(3/8")-.-... - - Lug 19mmø x .38mm-.., (3/4"0 x I 1/2') 13mm (1/2") Hole n pipe to receive lugi DETAIL A Clear (1/4") 51mm (21 Clear 1 IT PI 6.35mm ' E I U: C"Fwet (1/4) - 51mm (20)_J "ll" 9.53mm (.3/8") Mm 63.5mm (2-1/2") SECTION B—B 1mm (2") ALTERNATIVE CAST NODULAR IRON GRATE OR CAST STEEL GRATE 9.53mm0 (3/8") <3.20mm (1/8") .3/8"0 Cross bars may be fillet welded, resistance welded or electroforged to bearing bars. CROSS BAR DETAIL TYPE WELDED STEEL GRATE 16mm (5/8") i...r-.. 1v t CROSS BAR DETAIL ALTERNATIVE CAST NODULAR IRON GRATE OR CAST STEEL GRATE CRATE RAP SPACING TARLF I IYPEBARS I NO. OF CLEAR BftJ SPACING I X I Y I I I 102mm (4") 152mm (6") I I SPACING SPACING I Welded Steel I 15 I 51 mm (2") I 14.2mm (9/16") 95mm (3-3/4") 146mm (5-3/4") I I Cost I 13 I 51 mm (2") I 54mm (2-1/8") I 95mm (3-3/4") 146mm (5-3/4") I Revision By Approved Date ORIGINAL Kercheval 2/75 Add Metric T. Stanton 03/03 Relormotted T. Stanton 04/06 SAN DIEGO REGIONAL STANDARD DRAWING CORRUGATED STEEL PIPE INLETS, DETAILS RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE ,IOl/2OO$ irperson R.C.E. 19246 Date DRAV.ING NUMBER D-17A RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE SAN DIEGO REGIONAL STANDARD DRAWING CORRUGATED STEEL PIPE INLETS, DETAILS Revision lBylApproved Date 2/7 Add Metric. ORIGINAL #erKcheval Stanton 03/03 ReformattedT. Stanton 04/06 310112003 rpeson R.C.E. 19246 Date DRAYdING D-17B NUMBER Grind all exposed corners 6.35mm (1/4°) radius .. (7/8"ø) Hole in bracket j22mm0 E 152mm (6) x 6.35mm (1/4") CM x 152mm (6") PL with - 22mm0 (7/8°0) hole Ib 4406mm mm. Brackets @ 3m (10') Ctrs Max 114mm (4-1/2") x 6.35mm (1/4") Bent Plate 4.76mm (3/16') £ 16mm (5/8") holes in bracket and roil 'ic for 13mmø (1/2"0) bolts 3.2mm(l/8')V iif l' \IIi IF 13mm copllf 1rTE £ c l E s.. o ' I E IN ii rr,,..r2—Holes slotted T75 ir 8mm (5/16") x 25mm (i") lit ...,.i for 13mm (1/2"0) Bolts I I 2—Holes 5/16" IF ir for 1/2"0 bolts 63.5mm (2-1/2°) x 9.53mm (3/8") Roils lice Plate —1/2") x 9.53mm 54mm (10") 3/3"0 Steel rungs, galv. or 11"0 Steel rungs 25mm0 (1 -0) r-119rnmø (3/4"0) Bolt 51mm (2") x 4.7 holes in pipe 6mm I (3/16")x51mm (2") H Ft washer ex LADDER DETAIL 178mm 19mm (3?\% ii 116mmø (5/8"0) Holes for ¶iIr i j")J (7) 13mmø (1/2"0) Bolts N Step 1NF STEP DETAIL rioe 63.5mm (2-1/2") x 9.53mm (3/8") x 305mm (V-0") -. -- -NON-CORROSIVE HOSE CLAMP USED TO FASTEN FABRIC TO PIPES TO PREVENT BACKFILL FROM ENTERING STRUCTURE. PERMEABLE PAVEMENT OR PAVERS. - - DETAIL A SCALE: NONE INLET PIPE & CATCH BASIN AS REQUIRED PER PLAN. AGGREGATE COMPACTED AS REQUIRED. GEOGRID 81-AXLE ON ( GRAVEL OR SAND. (TENSAR' BX1200 OR EQUIVALENT) SEE NOTE 1. NON-WOVEN POLYPROPYLENE GEOTEXTILE FILTER FABRIC ENCASING ENTIRE CUDO" SYSTEM. TRAFFIC RATED BOLTED & GASKETED MAINTENANCE ACCESS COVERS. CONCRETE COLLAR. INLET CUDO'". PARTITIONED ON THREE SIDES WITH OPEN TOP & OPEN TO GPF BASKET. GROSS POLLUTANT BASKET (CPF). CUDO ' SYSTEM 1 TO 4 MODULE STACKS. EXCAVATION LINE. - NON-WOVEN (PERMEABLE) POLYPROPYLENE GEOTEX11LE FILTER FABRIC OVER TOP OF CUDO'" SYSTEM. 3.00' (36.00"] MINIMUM GEOGRID MATERIAL FROM EDGES OF TANK. 12.00 MIN..24.00 r I 12.00 MINIMUM WIN. OVERFLOW 0 PIPE. SEE DETAIL A. - SAND OR CRUSHED ROCK BACKFILL. .' NON-WOVEN POLYPROPYLENE -\ CEOTEXTILE FILTER FABRIC ENCASING ENTIRE CUDO" SYSTEM. SEE DETAIL A. 4.00" MINIMUM. EXCAVATION LINE. INLET -••.. IT INLET CATCH BASIN. ...... CLEAN-OUT ACCESS AS REQUIRED. PLAN VIEW 1 TO 4 MODULE STACKS SCALE: NONE -............................-VARIABLE---------- MINIMUM. TYPICAL. SECTION I CUTAWAY VIEW SCALE: NONE NOTES: 1. INSTALL GEOGRID LAYER. (TENSAR"' 8X1200 OR EQUIVALENT) IN ACCORDANCE WITH MANUFACTURER RECOMMENDATIONS IN AREAS SUBJECT TO VEHICLE TRAFFIC. PATENT PENDING The French Connection Features and Benefits of the S Other Applications for CUDO Standard CUDO. Derived from the French Cube d eau downspout sand filter device meaning cube of water",the CUDO is large interior openings offer ease of individual drain inlet sand filter device a modular plastic cube used to coristruct access..for inspection-and maintenance... . underground Water storage systems high water storage capacity (957o) modular sand filter system The unique cube incorporates an arched CUDO size (24" x 24" x 24") offers CUDO Modular design that adds structural integrity; ease of handling and installation : Bioretention System increased water storage and enhanced access For inspection and maintenance unique shape offers superior strength CUDO may be integrated into CUDO sets the new standard for storm- minimum number of components required ;............bioretentionsystems (rain gardens) ........................... water management by incorporating For assembly replacing drain pipe and aggregate features that are not available with other I I with a highly porous matrix systems currently on the market. Added Components, Features additional storage volume enhances CUDO is made in the U.S.A. using injection and Benefits retention molded recycled polypropylene plastic built in gross pollutant filter (GPF) or media S more opportunity for on site rain water A single CUDO assembly requires lust two filter devices (RMF, VMF) eliminate the reuse through passive or active irrigation modules and two end caps. need for separate pre-treatment systems : mitigates temperature increase typical of The CUDO ma be installed as a ingle- y s and reduce or eliminate related piping surface storage level system, or connected vertically, to form a CUDO stack, increasing storage: capacity. integral "metered outlet" device eliminates the need for separate outlet and flow .,.. We Concrete CUDO Formed stacks can be easily movedabout................. col ntrol .structure....................................................:.................................................................. LUL&) water storage systems are a so a construction site. BLUE (color) CUDO identifies the location available in pre-cast concrete designs to L L Per application, eitiier a filter fabric or of filter devices, simplifying assembly, installation and system: maintenance address many problematic applications. Contact your local CUDO distributor for plastic liner is placed beneath and, around the CUDO modules, forming an envelope : CUDO flow-through bypass feature I availability or concrete CUDO in your around the entire system. Geo-gridor other Forms a virtual pipeline through the area. structuralenha'nemént may beincbrp.rated............system; reducing -or- separate '..... ..... .........éërelo.ading..côñditio'ns -. shôllöw ..................... into the CUDO installation depending on bypass piping The use of BLUE CUDO or deep burial depths heavy loading the loading requirements offers ease of assembly and installation areas CUDO components snap together Forming a single or multiple CUDO, stack.. Assembled stacks are installed to form the desiired CUDO system size and shape, with a maximum amount of: footprint Flexibility. by. identifying the iocarion and airecnon of virtual flow channels. . • high water tables - anti-floatation features potential LEED@ NC credits for Sustainable Sites (6.i 6.2) Materials &Reuse' (4.1; 4.21 : maintenance access 5.1, 5.2 in CA, AZ, NV, UT) and Water the larger CUDO allows full access for Efficiency (1. 1, 1. 2, 3.1,3.2) i equipment and personnel plastic filter CUDO devices may be used in conjunction with concrete CUDO to offer integral; pre-filter capabilites 04" . . ... ........ T.......UP............ ......... ..................LEED for NewConstruction and Major Renovation, US Green Building Council, v2.2. CUDO 3 CUDO 4 October 2005 CUDO SYSTEMS DESIGN .. . .......................... ................................................. ........ . .. Maintenance Access . Flow-Through Bypass Outlet Control . Media Filtration C U ;D 0 WATER STORAGE SYSTEM CUDO ASSEMBLY IS A SNAP!. CUDO components snap together making assembly easy, and assuring a precise fit with solid construction ........- ... -. . ........ .. ... ... . ..... . .... ............-...........,. : . -.--- Ttmo/Dr\rr(mAA (DATI US PATENT PENDING CUDO -P.O.BOX 497 MADE IN THE U.SA WITH RECYCLED MATERIAL OCCIDENTAL STORM WATER ALL DIMENSIONAL MEASUREMENTS ARE NOMINAL CA 95465 PRODUOTS PHONE 877.876.3345 FAX.- 707.876.3346 ........................................................ @2008 CUDO STORMWATER PRODUCTS INC INC WWWCUDOCUBE COM 2ff x2 ft. x2 ft. 2ft x2 ft. x4lt 2ff x2ft xó ft 2ft x2ft x8 ft 1 .CUDO3............................62........... ..... ....................23.0 .............................172................................... CUDO 4 . . 6 . 30.6 229 US PATENT PENDING CUDO P0 BOX 497 MADE IN THE U.S.A WITH RECYCLED MATERIAL . OCCIDENTAL STORMWATER ALL DIMENSIONAL MEASUREMENTS ARE NOMINAL CA 95465 PRODUCTS PHONE 877 876 3345 FAX 707 876 3346 © 2008 CUDO STORMWATER PRODUCTS, INC. INC. . WWW.CUDOCUBE.COM C U D 0 WATER STORAGE SYSTEM CUDOTM Stormwater Cube (Underground Retention / Detention / Infiltration / Water Reuse Systems) Operations and Maintenance Manual Version 1.00c - November 05, 2008 21 Page- CUDOTMO&MManual CUDOTM Stormwater Cube - Modular Stormwater Systems Description / Basic Function CUDOTM is a modular stormwater system comprised of a grouping of modular polypropylene or concrete cubes that when constructed form an underground storage area for stormwater. This system can be used for infiltration, retention, detention or water reuse. CUDO can help achieve runoff detainment and storage to help attenuate the peak flow to pre-construction levels and can help conform to current Low Impact Development requirements. Infiltration The purpose of a CUDOTM infiltration system is to capture stormwater runoff, store the runoff, and then allow it to percolate into the ground via the open space area of the cubes and perforations in the side wall. The system is backfilled with a Class I material defined by ASTM D2321 as a cleaned open graded rock or a Class II permeable sand. The rock or sand provide additional storage capacity but also allow for a percolation interface with the native material. The ground water is "recharged" with this type of system. Detention The purpose of a CUDOTm detention system is to capture stormwater runoff, store the runoff, and then allow it to be released at a controlled rate through an appropriately sized orifice control. A detention system helps attenuate the peak flow from the site assuring that pre-development runoff flows are not exceeded as a result of the development. A CUDO detention requires the cubes to be encapsulated with an impermeable liner for the polypropylene system or the seams of the concrete system to be sealed with a water proof mastic. Retention A CUDOTM retention system is a hybrid system. It is a combination of a detention system and an infiltration system. A retention system is utilized to attenuate peak flow as well as promote groundwater re-charge. A retention system is outfitted with an overflow pipe at the top of the system which allows the system to fill for infiltration but also outlet if the ground is saturated. Water Reuse The purpose of a water-reuse CUDOTM system is to capture and store water for future use. The system is constructed in a similar fashion to a detention system but instead of a controlled outlet the system is constructed with an emergency overflow. A water reuse system is a LID device that helps attenuate peak flows as well as conserve water. Water may be reused through an active pump system or passive irrigation. Inspection/Cleanout Ports Inspection and cleanout ports are 18-inch diameter vertical risers connected to the uppermost polypropylene CUDOTm cubes or up to 30-inch manhole access connected to the concrete CUDOThI. They are used for entrance into the system, or for access to place vacuum truck hoses or water-jetting devices or CCTV equipment. Ports are strategically located near inlet and outlet pipes and in other areas or probable deposition in the system. It is recommended to keep surface level access lids sealed and bolted at all times when the system is in service. Inlet Bay Some systems are configured so that pretreatment of the stormwater occurs within the CUDOTm system. In this case the CUDOTM system will house an inlet bay. The inlet bay is separated from the rest of the CUDOTM system by sidewall plugs and is intended to separate gross pollutants, trash and debris and floatables from the CUDO system and pre-treatment device. The bay contains its own sump area and unique access ports. cudo Stormwater Products, Inc. P.O. Box 497 Occidental, California 95465-0497 Phone: (877) 876-3345 www.cudocube.com 31 P a g e - CUDOTM O&M Manual Maintenance Overview for CUDO State and Local regulations require that stormwater storage systems be maintained and serviced on a recurring basis. The purpose of maintaining a clean and obstruction free CUDOTM system is to ensure the system performs the intended function of the primary design. Trash and debris, floatables, gross pollutants and sediment can build up in the CUDOTM leading to clogging of the native soil interface or blockage of the inlet or outlet pipes. This can cause the system to function improperly by limiting storage volume, limiting the design percolation rates or impeding flow in and out of the system. Downstream and upstream, areas could run the risk of flooding and deleterious environmental impact. Recommended Frequency of Service It is recommended that the CUDO stormwater systems be serviced on a regularly occurring basis. Ultimately the frequency depends on the amount of runoff, pollutant loading, and interference from trash, debris and gross pollutants as well as proper maintenance of upstream pretreatment devices. However, it is recommended that each installation be inspected at least two times per year to assess service needs. Recommended Timing of Service Guidelines for the timing of service are as follows: For areas with a definite rainy season the system should be serviced prior to and following the rainy season. For areas subject to year-round rainfall service should occur on a regularly occurring basis. (A minimum of two times per year.) For areas with winter snow and summer rain the system should be serviced prior to and after the snow season. For installed devices that are subject to dry weather flows only (i.e. wash racks, parking garages, etc...) the unit should be serviced on a regularly occurring basis. (A minimum of two times per year.) Inspection An inspection should be performed when the system is new. This allows the owner to establish a baseline condition for comparison to future inspections. Sediment build up can typically be monitored without entering the system. (No confined space entry.) Initial and subsequent inspection data should be recorded and filed for reference. Some regulatory agencies require that the results of the inspections be documented and reported. Inspection reports should comply with regulatory requirements and be submitted as required. Inspection Procedures Locate the inspection, cleanout and access ports. Inspection and cleanout ports are typically 18-inch diameter. Access ports are typically 24-inch or 30-inch diameter. Pictures should be taken to document the location or a site map should be generated to detail the as-built locations of the ports. Unbolt and remove the access port lids. Insert a measuring device into the opening making note of a point of reference to determine the quantity of sediment and other accumulated material. If access is required to measure, ensure only certified confined space entry personnel having appropriate equipment are allowed to enter the system. In addition, for accessible concrete CUDOThI systems personnel should utilize appropriate confined space entry procedures to enter the system and photograph its condition. Inspect inlet and outlet locations for obstructions. Obstructions should be removed at this time. Fill in the CUDOTm Inspection/Maintenance Data Sheet and send a copy to the regulatory agency if necessary. Maintenance Cudo Stormwater Products, Inc. P.O. Box 497 Occidental, California 95465-0497 Phone: (877) 876-3345 www.cudocube.com 41 Page- CUDOTMO&MManual Cleanout of the CUDO system should be considered if there is sediment buildup of four or more inches at over 50% of the inspection ports. In the event of a spill of a foreign substance, cleanout of the system should be considered. Maintenance Procedures Locate the inspection, cleanout and access ports. Inspection and cleanout ports are typically 18-inch diameter. Access ports are typically 24-inch or 30-inch diameter. Pictures should be taken to document the location or a site map should be generated to detail the as-built locations of the ports. Unbolt and remove the access port lids. Measure the sediment buildup at each port. If access is required to measure ensure only certified confined space entry personnel having appropriate equipment are allowed to enter the system. A thorough cleaning of the system (inlets, outlets, ports, and inlet bays) shall be performed by either a vacuum truck or by manual methods. Inspect inlet and outlet locations for obstructions. Obstructions should be removed at this time. Inspect the structural components of the system. Fill in the CUDOTm Inspection/Maintenance Data Sheet and send a copy to the regulatory agency if necessary. Inspection / Maintenance Requirements Listed below are some recommendations for equipment and training for personnel to inspect and maintain a CUDOTm system. Personnel - OSHA Confined Space Entry Training is a prerequisite for entrance into a system. In the state of California personnel should be CalOSHA certified. Equipment - Record Taking (pen, paper, voice recorder) Proper Clothing (appropriate footwear, gloves, hardhat, safety glasses, etc.) Flashlight Tape Measure Measuring Stick Pry Bar Traffic Control (Flagging, barricades, signage, cones, etc.) First aid materials Debris and Contaminant collectors Debris and Contaminant containers Vacuum Truck Disposal of Gross Pollutants, Hydrocarbons, and Sediment The collected gross pollutants, hydrocarbons, and sediment shall be disposed of in accordance with local, state and/or federal agency requirements. cudo Stormwater Products, Inc. P.O. Box 497 Occidental, California 95465-0497 Phone: (877) 876-3345 www.cudocube.com Leighton Consulting, Inc. GEOTECHNICAL I GEOENVIRONMENTAL I MATERIALS TESTING To: Tetra Tech, Inc. Date: September 23, 2009 16241 Laguna Canyon Road, Suite 200 Irvine, CA 92618 Project No. 602480-003 Attention: Mr. Joe Dietz From: Djan Chandra, PE, GE Subject: Estimated Percolation Rates for Proposed Carlsbad Desalination Plant at Encina Generating Station, Carlsbad, California Reference: Leighton Consulting, Inc., 2009, Geotechnical Recommendations and Review of Rough Grading Plan for Proposed Carlsbad Desalination Plant at Encina Generating Station, Carlsbad, California, Project No. 602480-003, dated September 9, 2009 We understand that stormwater retention basins are planned beneath each of the parking lots of the proposed Carlsbad Desalination Plant. The parking lots will be located at the northwest corner and southwest corner of the site. The retention basins will extend down to Elevation 30 feet. In accordance with your request, we have prepared this project memorandum to provide the estimated percolation rates of the subsurface soils at Elevation 30 feet at these locations. No percolation test was performed at the site. Based on the available borings, the parking lot at the northwest portion of the site is expected to be underlain by bedrock at Elevation 30 feet. The bedrock consists of silty to clayey sandstone and the percolation rate is estimated to be on the order of 0.01 inch per hour. The parking lot at the southwestern portion is expected to be underlain by fill consisting of silty sand and the percolation rate at Elevation 30 feet is estimated to be on the order of 0.1 inch per hour. If you have any questions regarding this project memorandum, please do not hesitate to contact this office. We appreciate this opportunity to be of service. Page lofl 17781 Cowan, Irvine, CA 92614 (949) 250-1421 • FAX (949) 250-1114 Standard Urban Storm Water Mitigation Program (SUSMP) Water Quality Technical Report (WQTR) Poseidon Seawater Desalination Plant, Carlsbad PDP: 00-02/SP 144(H) APPENDIX C 11x17 Grading Plans Appendix C SOILS ENGINEER'S CERTIFICATE I. DJAN CHANDRA, A REGISTERED GEOTECHNICAL ENGINEER OF THE STATE OF CALIFORNIA. PRINCIPALLY DOING BUSINESS IN THE FIELD OF APPLIED SOILS MECHANICS. HEREBY CERTIFY THAT A SAMPLING AND STUDY OF THE SOIL CoNomoNs PREVALENT WITHIN THIS SITE WAS MADE BY ME OR UNDER MY DIRECTION BETWEEN THE DATES OF JULY 31, 2009 AND SEPT 31. 2009. TWO COPIES OF THE SOILS REPORT COMPILED FROM THIS STUDY, WITH MY RECOMMENDATIONS. HAS BEEN SUBMITTED TO THE OFFICE OF THE CITY ENGINEER. SIGNED: ESSI C.E./P.E. NO.: 50068 f.,4St' 44\ DATE: UCENSE EXPIRATION DATE: 6-30-11 N. 50008 * Enp06-30-1l or co"A , BASIS OF BEARINGS CITY OF CARLSBAD SURVEY CONTROL POINT NO.57 CLSB-057 AND POINT NO.141 CLSB-141 PER RECORD OF SURVEY NO. 17271 FILED IN THE COUNTY OF SAN DIEGO. CA. CALIFORNIA COORDINATE SYSTEM-NA01983. ZONE S. 1991.35 EPOCH. BENCHMARK A FOUND 2 1/2 BRASS DISC IN TOP OF THE DRAINAGE INLET AT THE S.W. CORNER OF AVENIDA ENCINAS AND CANNON ROAD PER ROS 17271. BEING SURVEY CONTROL POINT NO.57 CLSB-57." ELEVATION: 44.01' M.S.L. DATUM (N.G.V.D. 29) OWNERS CERTiFiCATE I ( WE ) HEREBY CERTIFY THAT A REGISTERED SOILS ENGINEER OR GEOLOGIST HAS BEEN OR WILL BE RETAINED TO SUPERVISE OVERALL GRADING ACTMTY AND ADVISE ON THE COMPACTION AND STABILITY OF THIS SITE. (PRINT NAME ABOVE UNE) DATE SOURCE OF AERIAL TOPOGRAPHY TOPOGRAPHY SHOWN ON THESE PLANS WAS GENERATED BY AERIAL PHOTOGRAMMETRIC METHODS FROM PHOTOGRAPHY DATED 12/27. 2002 BY PROJECT DESIGN C0NSLtTAN1S. AERIAL TOPOGRAPHY HAS NOT BEEN SUPPLEMENTED BY GROUND SURVEY FIELD DATA. PROJECT LOCATION THIS PROJECT IS LOCATED WITHIN ASSESSORS PARCEL NUMBER(S) 210-0l0-43 THE CALIFORNIA COORDINATE INDEX (NAD 83) OF THIS PROJECT IS: N1904444 F6228407. EARTHWORK QUANTITIES CUT: 51.000 CY FILL 33.000 CY REMEDIAL, 570 CY TEMP STOCKPILE 1: 3.000 CY TEMP STOCKPILE 2: 8,000 CY SHEET INDEX TITLE SHEET AND LEGEND NOTES CONSTRUCTION SITE PLAN DEMOLITION PLAN - PIPING DEMOLITION PLAN - FACILITIES ROUGH GRADING PLAN PROPERTY CABRILLO POWER I LLC OWNERS 4600 CARLSBAD BLVD CARLSBAD, CA 92008 (760)268-4000 APPLICANT: POSEIDON RESOURCES CORPORATION 501 WEST BROADWAY, SUITE 2020 SAN DIEGO, CA 92101 (619) 595-7802 DEMOLITION AND ROUGH GRADING PLANS WORK TO BE DONE THE GRADING WORK. SHALL CONSIST OF THE CONSTRUCTION OF ALL CUTS AND FiLLS. REMEDIAL GRADING, DRAINAGE FACIUTIES, EROSION CONTROL FACILITIES, AND PLANTING OF PERMANENT LANDSCAPING AND PREPARATION OF AS-BUILT GRADING PLANS, AS-BUILT GEOLOGIC MAPS AND REPORTS, ALL AS SHORN OR REQUIRED ON THIS SET OF PLANS AND THE CITY STANDARDS, SPECIFICATIONS. REQUIREMENTS. RESOLUTIONS AND ORDINANCES CITED ON THESE PLANS. THE GRADING WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE FOLLOWING DOCUMENTS, CURRENT AT THE TIME OF CONSTRUCTION, AS DIRECTED BY THE CITY ENGINEER. CARLSBAD MUNICIPAL CODE CITY OF CARLSBAD ENGINEERING STANDARDS J. THIS SET OF PLANS RESOLUTION NO.'S 6632 AND 6835 DATED SEPTEMBER 15. 2009. THE STANDARD SPECIFICATIONS FOR PUBUC WORKS CONSTRUCTION (GREEN BOOK). SOILS REPORT AND RECOMMENDATIONS BY WGHTON CONSULTING ENTITLED GECTECHNICAL RECOMMENDATIONS AND RENEW OF ROUGH GRADING PLAN, PROPOSED CARLSBAD DESAliNATION PLANT AT ENCINA GENERATING STATION, CARLSBAD. CAUFORNLA. DATED AUGUST 7, 2009 THE SAN DIEGO REGIONAL STANDARD DRAWINGS AND AS MAY BE MODIFIED BY THE CITY OF CARLSBAD STANDARDS. CALIFORNIA COASTAL COMMISSION DEVELOPMENT PERMIT CONDITIONS DATED JULY 17. 2008 ENVIRONMENTAL APPROVAL DOCUMENTS DATED SEPTEMBER IS. 2009- STORM WATER POLLUTION PREVENTION PLAN PREPARED BY TETRA TECH DATED AUGUST 3. 2009 WDID NO. 9 375 CALIFORNIA STORM WATER QUALITY ASSOCIATION BMP CONSTRUCTION HANDBOOK AND CALTRANS CONSTRUCTION SITE BMP MANUAL LEGEND DESCRIPTION DWG.NO. SYMBOL QUANTITY PROPOSED LEASE AND EASEMENT ALL PROPERTY LINE ALL - - - - DEMOUSH 4. 5 EXISTING TOPOGRAPHY 6 40 PROPOSED TOPOGRAPHY 6 —40------ RETAINING/SHORING WALL 6 6 HAUL ROUTE I UMITS OF GRADING 6 TEMP CONSTRUCTION FENCE 8 —xx— LF RIP-RAP (D-40) 6 CY BLADED SWALE 6 - DESILTATION TRAP CASQA SE-3 6 I' (3 j) 1 EA POSEIDON CARLSBAD SEAWATER DESALINATION PLANT PROJECT LOCATION CITY OF OCEANSIDE PACIFIC OCEAN NOT TO SCALE CITY OF VISTA CITY OF SAN HARCOS - CITY OF ENCINITAS VICINITY MAP IN EER PROJECT MAP WITH HAUL ROUTE* ESSi PLANS PREPARED BY: [] TETRA TECH 16241 Laguna Canyon Rood, Suite 200 No. M39261 Irvine. California 92618 31-09 * (949 727-7099 C,V... 949j 727-7097 FAX CITY OF CARLSBAD FIRE DEPARTMENT 'PUNNING DEPARTMENT APPROVAL I AS-BUILT REQUIREMENTS I I NO. OF F.H.(S).._...F.FLOW.................G.P.M. OUT OF_F.H.(S),I DATE: BLDG. SPRINKLED YESft10... F.FLOW_G.P.M. PLANNING DIRECTOR I RCE_______ EXP._________ DATE FIRE MARSHAL DATE I (IIlID) DATE: OIIEND0D BY: SHEET CITY OF CARLSBAD SHEETS ENGiNEERING DEPARTMENT 6 ROUGH GRADING PLANS FOR: POSEIDON RESOURCES CARLSBAD SEAWATER DESALINATION PLANT TITLE SHEET AND LEGEND APPROVED: DAVID A. HAUSER DEPUTY CITY ENGINEER PE 33081 EXP. 6/30/10 DATE DAM BY: PROJECT NO. DRAWING Nö1 CHKD BY- RP 05-12A 463-6B REVIEWED BY OF .REViSION DESCRIPTION Fomol APPROVAL I OTT APPROVAL GRADING NOTES (IN ADDITION TO THE REQUIREMENTS OF CHAPTER 15.16 OF THE CARLSBAD MUNICIPAL CODE.) THIS PLAN SUPERSEDES ALL OTHER PLANS PREVIOUSLY APPROVED BY THE criv OF CARLSBAD REGARDING GRADING SHOWN ON THIS SET OF PLANS. APPROVAL OF This PLAN DOES NOT LESSEN OR WAIVE ANY PORTION OF THE CARLSBAD MUNICIPAL CODE, RESOLUTION OF CONDITIONAL APPROVAL. CITY STANDARDS OR OTHER ADDITIONAL DOCUMENTS LISTED HEREON AS THEY MAY PERTAIN TO This PROJECT. THE ENGINEER IN RESPONSIBLE CHARGE SHALL REVISE THESE PLANS WHEN NON-CONFORMANCE IS DISCOVERED. CITY APPROVAL OF PLANS DOES NOT RELIEVE THE DEVELOPER OR ENGINEER-OF- WORK FROM RESPONSIBILITY FOR THE CORRECTION OF ERRORS AND OMISSIONS DISCOVERED DURING CONSTRUCTION. ALL PLAN REVISIONS SHALL BE PROMPTLY SUBMITTED TO THE CITY ENGINEER FOR APPROVAL A RIGHT-OF-WAY PERMIT FROM THE CITY ENGINEER WILL BE REQUIRED FOR ANY WORK IN THE PUBLIC RIGHT OF WAY. PRIOR TO PERMIT ISSUANCE, A CERTIFICATE OF INSURANCE AS WELL AS ADDITIONAL INSURED ENDORSEMENT MUST BE FILED NAMING THE CITY OF CARLSBAD AS AN ADDITIONAL INSURED ON THE PERMITTEE'S POLICY IN THE MINIMUM AMOUNT OF $1,000,000.00 FOR EACH OCCURRANCE OF LIABILITY. THE INSURANCE COMPANY WRITING THE POLICY MUST HAVE A RATING OF A- OR BETTER AND A SIZE CATEGORY OF CLASS V OR BETTER AS ESTABIJSHEO BY .RESTS KEY RATING GUIDE, UNLESS EXEMPTED BY SECTION 301.(b)5 OF THE UNIFORM BUILDING CODE, RETAINING WALLS OUTSIDE OF PUBLIC RIGHT OF WAY REQUIRE SEPARATE PERMITS FROM THE BUILDING DEPARTMENT. NO WORK SHALL BE COMMENCED UNTIL ALL PERMITS HAVE BEEN OBTAINED FROM THE CITY AND OTHER APPROPRIATE AGENCIES. APPROVAL OF THESE PLANS BY THE CITY ENGINEER DOES NOT AUTHORIZE ANY WORK OR GRADING TO BE PERFORMED UNTIL THE PROPERTY OWNER'S PERMISSION HAS BEEN OBTAINED AND A VALID GRADING PERMIT HAS BEEN ISSUED. NO REVISIONS WILL BE MADE TO THESE PLANS WITHOUT THE WRITTEN APPROVAL OF THE CITY ENGINEER, NOTED WITHIN THE REVISION BLOCK. ON THE APPROPRIATE SHEET OF THE PLANS AND THE TITLE SHEET. ORIGINAL DRAWINGS SHALL BECOME THE PROPERTY OF THE CITY UPON BEING SIGNED BY THE CITY ENGINEER. ID. THE ORIGINAL DRAWING SHALL BE REVISED TO REFLECT AS-BUILT CONDITIONS BY THE ENGINEER-OF-WORK PRIOR TO FINAL ACCEPTANCE OF THE WORK BY THE CITY. ii. ACCESS FOR FIRE AND OTHER EMERGENCY VEHICLES SHALL BE MAINTAINED TO THE PROJECT SITE AT ALL TIMES DURING CONSTRUCTION. WHERE TRENCHES ARE WITHIN CITY EASEMENTS, A 502.5 REPORT COMPRISED OF: (A) SUMMARY SHEET. (B) LABORATORY WORK SHEETS AND (C) COMPACTION CURVES, SHALL BE SUBMITTED BY A PROFESSIONAL ENGINEER OF THE STATE OF CALIFORNIA, PRINCIPALLY DOING BUSINESS IN THE FIELD OF APPLIED SOILS MECHANICS. THE SOILS REPORT WILL BE SUBMITTED TO THE CITY ENGINEERING INSPECTOR WITHIN TWO WORKING DAYS OF THE COMPLETION OF FIELD TESTS. A SOILS COMPACTION REPORT AND COMPLIANCE VERIFICATION REGARDING ADHERENCE TO RECOMMENDATIONS OUTLINED IN THE SOILS REPORT IS REQUIRED PRIOR TO THE ISSUANCE OF A BUILDING PERMIT. ALL CONTROLLED GRADING SHALL BE DONE UNDER THE DIRECTION OF A PROFESSIONAL ENGINEER OF THE STATE OF CALIFORNIA PRINCIPALLY DOING BUSINESS IN THE FIELD OF APPLIED SOILS MECHANICS. ALL TILL OR FUTURE AU. AREAS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE CITY OF CARLSBAD STANDARD SPECIFICATIONS AND THE EARTHWORK SPECIFICATIONS ATTACHED TO THE PRELIMINARY SOILS INVESTIGATION. DAILY HELD COMPACTION REPORTS WILL BE SUBMITTED TO THE PROJECT INSPECTOR. A PRECONSTRLJCTTON MEETING SHALL BE HELD AT THE SITE PRIOR TO THE BEGINNING OF WORK AND SHALL BE ATTENDED BY ALL REPRESENTATIVES RESPONSIBLE FOR CONSTRUCTION. INSPECTION, SUPERVISION. TESTING AND ALL OTHER ASPECTS OF THE WORK. THE CONTRACTOR SHALL REQUEST A PRECONSTRUC110N MEETING BY CALLING THE INSPECTION LINE AT (760) 438-3891 AT LEAST FIVE(S) WORKING DAYS PRIOR TO STARTING CONSTRUCTION. THE CONTRACTOR WILL THEN BE CONTACTED BY THE PROJECT INSPECTOR TO COORDINATE A DATE AND TIME FOR THE PRECONSTRUCTTON MEETING. APPROVED DRAWINGS MUST BE AVAILABLE PRIOR TO SCHEDULING. THE GRADING PERMIT WILL BE PROVIDED BY THE PROJECT INSPECTOR AT THE MEETING. ALL INSPECTION REQUESTS OTHER THAN FOR PRECOMETRUCTION MEETING WILL BE MADE GAJ4JNG 1HE E GIHEE!NTT 24-HQ4JR INSPECTION REQUEST UWI T (760) 438-3891. INSPECTION REQUEST MUST BE RECEIVED PRIOR 10 200 P.M. ON THE DAY BEFORE THE INSPECTION IS NEEDED, INSPECTIONS WILL BE MADE THE NEXT WORK DAY UNLESS YOU REQUEST OTHERWISE. REQUESTS MADE AFTER 2:00 P.M. WILL BE SCHEDULED FOR TWO FULL WORK DAYS LATER. THE OWNER AND/OR APPLICANT THROUGH THE DEVELOPER AND/OR CONTRACTOR SHALL DESIGN, CONSTRUCT AND MAINTAIN ALL SAFETY DEVICES, INCLUDING SHORING. AND SHALL BE SOLELY RESPONSIBLE FOR CONFORMING TO ALL LOCAL. STATE AND FEDERAL SAFETY AND HEALTH STANDARDS, LAWS AND REGULATIONS. THE CONTRACTOR SHALL CONFORM TO LABOR CODE SECTION 6705 BY SUBMITTING A DETAIL PLAN TO THE CITY ENGINEER AND/OR CONCERNED AGENCY SHOWING THE DESIGN OF SHORING. BRACING SLOPING OR OTHER PROVISIONS TO BE MADE OF WORKER PROTECTION FROM THE HAZARD OF CAVING GROUND DURING THE EXCAVATION OF SUCH TRENCH OR TRENCHES OR DURING THE PIPE INSTALLATION THEREIN. THIS PLAN MUST BE PREPARED FOR ALL TRENCHES FIVE FEET (5') OR MORE IN DEPTH AND APPROVED BY THE CITY ENGINEER AND/OR CONCERNED AGENCY PRIOR TO EXCAVATION. IF THE PLAN VARIES FROM THE SHORING SYSTEM 26. ALL SLOPES SHALL BE TRIMMED TO A FINISH GRADE TO PRODUCE A UNIFORM SURFACE AND CROSS SECTION. THE SITE SHALL BE LEFT IN A NEAT AND ORDERLY CONDITION. ALL STONES. ROOTS OR OTHER DEBRIS SHALL BE REMOVED AND DISPOSED OF AT A SITE APPROVED OF BY THE CITY ENGINEER. 27. ALL SLOPES SHALL BE IRRIGATED, STABILIZED, PLANTED AND/OR HYDROSEEDED WITHIN TEN (10) DAYS OF THE TIME WHEN JQl SLOPE IS BROUGHT TO GRADE AS SHOWN ON THE APPROVED GRADING PLANS. 28. LANDSCAPING SHALL BE ACCOMPLISHED ON ALL SLOPES AND PADS AS REQUIRED BY THE CITY OF CARLSBAD LANDSCAPE MANUAL THE LANDSCAPING PLANS FOR THIS PROJECT. DRAWING NO. ________ . AND/OR AS DIRECTED BY THE CITY ENGINEER OR PLANNING DIRECTOR. 29. THE OWNER/APPLICANT SHALL INSURE THAT ALL CONTRACTORS SHALL COORDINATE THE WORK OF THESE GRADING PLANS WITH THAT SHOWN ON BOTH THE LANDSCAPE AND IRRIGATION PLANS AND THE IMPROVEMENT PLANS AS REQUIRED FOR THIS WORN IN ACCORDANCE WITH THE LANDSCAPE MANUAL TIME REQUIREMENTS. 30. WHERE AN EXISTING PIPE LINE IS TO BE ABANDONED AS A RESULT OF THE GRADING OPERATION, TI SHALL BE REMOVED WITHIN TWENTY FEET OF BUILDING OR STREET AREAS AND REPLACED WITH PROPERLY COMPACTED SOILS. IN OTHER AREAS THE PIPE WILL BE PLUGGED WITH CONCRETE OR REMOVED AS APPROVED BY THE CITY ENGINEER. 31. THE CONTRACTOR SHALL VERIFY THE LOCATION OF ALL EXISTING FACILITIES (ABOVE GROUND AND UNDER GROUND ) WITHIN THE PROJECT SITE SUFFICIENTLY AHEAD OF GRADING TO PERMIT THE REVISION OF THE GRADING PLANS IF IT IS FOUND THAT THE ACTUAL LOCATIONS ARE IN CONFLICT WITH THE PROPOSED WORK. 32. THE CONTRACTOR SHALL NOTIFY AFFECTED Lfl1LI1Y COMPANIES (SEE BELOW) AT LEAST 2 FULL WORKING DAYS PRIOR TO STARTING GRADING NEAR THEIR FACILITIES AND SHALL COORDINATE THE WORK WITH A COMPANY REPRESENTATIVE. UNDERGROUND SERVICE ALERT 811 SDG&E 800 660-7343 PACIFIC BELL 800 892-0123 MCI (VERIZON BUSINESS) 972 729-6322 TIME 'WARNER CABLE 760 438-7741 NEXTG NETWORK. INC 408 954-1580 TIME WARNER CABLE 760 438-7741 COX COMMUNICATIONS 760 806-9809 CITY OF CARLSBAD(STREETS & STORM DRAIN) 760 434-2980 CITY OF CARLSBAD(SEWER. WATER & RECLAIMED WATER) 760 438-2722 33. PERMIT COMPLIANCE REQUIREMENTS: A. FOR CONTROLLED GRADING - THE APPLICANT HIRES A CIVIL ENGINEER, SOILS ENGINEER, AND/DR GEOLOGIST TO GIVE TECHNICAL ADVICE. OBSERVE AND CONTROL THE WORK IN PROGRESS 115.18.120 A.81 CARLSBAD MUNICIPAL CODE. B. PRIOR 10 FINAL APPROVAL OF A GRADING PERMIT - THE FOLLOWING REPORTS MUST BE SUBMITTED TO THE CITY ENGINEER VIA THE PROJECT INSPECTOR 115.16.120 MOI CARLSBAD MUNICIPAL CODE: FINAL REPORT BY SUPERVISING GRADING ENGINEER STATING ALL GRADING IS COMPLETE. ALL EROSION CONTROL SLOPE PLANTING AND IRRIGATION ARE INSTALLED IN CONFORMANCE WITH CITY CODE AND THE APPROVED PLANS ( OBTAIN SAMPLE OF COMPLIANCE LETTER FROM CITY ENGINEERING DEPARTMENT). AS-BUILT GRADING PLAN. REPORT FROM THE SOILS ENGINEER. WHICH INCLUDES RECOMMENDED SOIL BEARING CAPACITIES, A STATEMENT AS TO THE EXPANSIVE QUALITY OF THE SOIL, AND SUMMARIES OF FIELD AND LABORATORY TESTS. THE REPORT SHALL ALSO INCLUDE A STATEMENT BY THE SOILS ENGINEER THAT THE GRADING WAS DONE IN ACCORDANCE WITH THE REQUIREMENTS AND RECOMMENDATIONS OUTLINED IN THE PRELIMINARY SOILS REPORT AND ANY SUPPLEMENTS THERETO. REPORT WITH AS-BUILT GEOLOGIC PLAN. IF REQUIRED BY THE CITY. 34. UNLESS A GRADING PERMIT FOR THIS PROJECT IS ISSUED WITHIN ONE (i) YEAR AFTER THE CITY ENGINEER'S APPROVAL. THESE PLANS MAY BE REQUIRED TO BE RESUBMITTED FOR PLANCHECK. PLANCHECK FEES WILL BE REQUIRED FOR ANY SUCH RECHECK. .35. THE SOILS REPORT TITLED GEOTECI-NAICAL RECOMMENDATIONS AND REVIEW OF ROUGH PLANS FOR PROPOSED CARLSBAD DESALINATION PLANT AT ENCINA GENERATING STATION, COY OF CARLSBAD, CA. PREPARED BY LEIGHTON CONBILTING, INC. DATED AUGUST 5. 2009 SHALL BE CONSIDERED AS A PART OF THIS GRADING PLAN. ALL GRADING SHALL BE GONE IN ACCORDANCE WITH THE RECOMMENDATIONS AND SPECIFICATIONS CONTAINED IN SAID SOILS REPORT. "DECLARATION OF RESPONSIBLE CHARGE" I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS PROJECT, THAT I HAVE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THE PROJECT AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSIONS CODE, AND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS. I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND SPECIFICATIONS BY THE CITY OF CARLSBAD DOES NOT RELIEVE ME, AS ENGINEER OF WORK, OF MY RESPONSIBILITIES FOR PROJECT DESIGN. FIRM: TETRA TECH ADDRESS: 16241 LACUNA CANYON ROAD, SUITE 200 CITY. STATE: IRVINE, CA 92818 TELEPHONE. (949) 727-7099 BY: STEVE TEDESCO DATE: R.C.E. NO.: C039261 REGISTRATION EXPIRATION DATE: 12/31/2009 TEMPORARY EROSION CONTROL PLANTING AND IRRIGATION ALL PERMANENT AND TEMPORARY EROSION CONTROL PLANTING AND IRRIGATION SHALL BE INSTALLED AND MAINTAINED AS REQUIRED IN SECTION 212 OF THE STANDARD SPECIFICATIONS AND THE FOLLOWING: A. HYDROSEEDING SHALL BE APPLIED TO: 1. ALL SLOPES THAT ARE GRADED 6:1 (HORIZONTAL TO VERTICAL) OR STEEPER WHEN THEY ARE THREE FEET OR MORE IN HEIGHT AND ADJACENT TO A PUBLIC WALL OR STREET. ALL SLOPES 4 FEET OR MERE IN HEIGHT. 2. AREAS GRADED FLATTER THAN 6:1 WHEN ANY OF THE FOLLOWING CONDITIONS EXIST: NOT SCHEDULED FOR IMPROVEMENTS(CONSTRUCTION OR GENERAL LANDSCAPING) WITHIN 60 DAYS OF ROUGH GRADING. IDENTIFIED BY THE PARKS AND RECREATION DIRECTOR AS HIGHLY VISIBLE TO THE PUBLIC. a. HAVE ANY SPECIAL CONDITION IDENTIFIED BY THE CITY ENGINEER THAT WARRANTS IMMEDIATE TREATMENT. B. HYDROSEEDED AREAS SHALL BE IRRIGATED IN ACCORDANCE WITH THE FOLLOWING CRITERIA: I. ALL SLOPES THAT ARE GRADED 6:1 OR STEEPER AND THAT ARE: THREE TO EIGHT FEET IN HEIGHT SHALL BE IRRIGATED BY HAND WATERING FROM QUICK COUPLERS/HOSE BIBS OR A CONVENTIONAL SYSTEM OF LOW PRECIPITATION SPRINKLER HEADS PROVIDING 100% COVERAGE. GREATER THAN 8 FEET IN HEIGHT SHALL BE WATERED BY A CONVENTIONAL SYSTEM OF LOW PRECIPITATION SPRINKLER HEADS PROVIDING 100% COVERAGE. 2. AREAS SLOPED LESS THAN 6:1 SHALL BE IRRIGATED AS APPROVED BYTHE CITY ENGINEER, PRIOR TO HYDROSEEDING. THE DEVELOPER SHALL SUBMIT A PROPOSED SCHEME TO PROVIDE IRRIGATION TO THE CITY ENGINEER. THE PROPOSAL SHALL BE SPECIFIC REGARDING THE NUMBERS. TYPES AND COSTS OF THE ELEMENTS OF THE THE PROPOSED SYSTEM. 3. IRRIGATION SHALL MAINTAIN THE MOISTURE LEVEL OF THE SOIL AT THE OPTIMUM LEVEL FOR THE GROWTH OF THE HYDROSEEDED GROWTH. HYOROSEEDING MIX SHALL CONSIST OF ALL OF THE FOLLOWING: 1. SEED MIX SHALL CONSIST OF NO LESS THAN: 20 lbs. PER ACRE OF ROSE CLOVER 20 lbs. PER ACRE OF ZORRO FESCUE C. 3 lbs. PER ACRE OF E SCHOOL CIA CAUFORNICA d. 4 lbs. PER ACRE OF AZHILLEA MILLEFOUA a. 3 lbs. PER ACRE OF ALYSSUM (CARPET OF SNOW) 1/2 lb. PER ACRE OF DIMORPHOLECA ITEMS c.d.e. AND f OF THIS SUBSECTION MAY BE OMITTED ON ALL SEED MATERIALS SHALL BE TRANSPORTED TO THE JOBSITE IN UNOPENED CONTAINERS WITH THE CALIFORNIA DEPARTMENT OF FOOD AND AGRICULTURE CERTIFICATION TAG ATTACHED TO, OR PRINTED ON SAID CONTAINERS. NON-PHYTD-TOXIC WETTING AGENTS MAY BE ADDED TO THE HYDROSEED SLURRY AT THE DISCRETION OF THE CONTRACTOR. 2. TYPE I MULCH APPLIED AT THE RATE OF NO LESS THAN 2000 lbs PER ACRE. TYPE 6 MULCH (STRAW) MAY BE SUBSTITUTED, ALL OR PART, FOR HYDRAULICALLY APPLIED FIBER MATERIAL WHEN STRAW IS USED IT MUST BE ANCHORED TO THE SLOPE BY MECHANICALLY PUNCHING NO LESS THAN 50% OF THE STRAW INTO THE SOIL 3. FERTILIZER CONSISTING OF AMMONIUM PHOSPHATE SULFATE, 16-20-0. WITH 15% SULPHUR APPLIED AT THE RATE OF 500 Its. PER ACRE. AREAS TO BE HYDROSEEDED SHALL BE PREPARED PRIOR TO KYDROSEEDING BY: 1. ROUGHENING THE SURFACE TO BE PLANTED BY ANY OR A COMBINATION OF: TRACK WALKING SLOPES STEEPER THAN 6:1 HARROWING AREAS 8:1 OR FLATTER THAT ARE SUFFICIENTLY FRIABLE- C. RIPPING AREAS THAT WILL NOT BREAK UP USING ITEMS a OR b ABOVE. 2. CONDITIONING THE SOILS SO THAT IT IS SUITABLE FOR PLANTING BY: ADJUSVND THE SURFACE SOIL MOISTURE TO PROVIDE A DAMP BUT NOT SATURATED SEED BED. THE ADDITION OF SOIL AMENDMENTS. PH ADJUSTMENT. LEACHING COVERING SAUNE SOILS TO PROVIDED VIABLE CONDITIONS FOR GROWTH. HYDROSEEDED AREAS SHALL BE MAINTAINED TO PROVIDE A VIGOROUS GROWTH UNTIL THE THE PROJECT IS PERMANENTLY LANDSCAPED OR, FOR AREAS WHERE IlYDROSEEDING IS THE THE PERMANENT LANDSCAPING, UNTIL THE PROJECT IS COMPLETED AND ALL BONDS RELEASED. IN CASE EMERGENCY WORK IS REQUIRED, CONTACT STEVE TEDESCO AT (949) 632-2169 EQUIPMENT AND WORKERS FOR EMERGENCY WORK SHALL BE MADE AVAILABLE AT ALL TIMES DURING THE RAINY SEASON. ALL NECESSARY MATERIALS SHALL BE STOCKPILED ON SITE AT CONVENIENT LOCATIONS TO FACILITATE RAPID CONSTRUCTION OF TEMPORARY DEVICES WHEN RAIN IS EMINENT. DEVICES SHOWN ON PLANS SHALL NOT BE MOVED OR MODIFIED WITHOUT THE APPROVAL OF THE ENGINEERING INSPECTOR. THE CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN-OFF PRODUCING RAJNFAI.L. S. THE CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEER DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. S. THE CONTRACTOR SHALL BE RESPONSIBLE AND SHALL TAKE NECESSARY PRECAUTIONS TO PREVENT PUBLIC TRESPASS ONTO AREAS WHERE IMPOUNDED WATERS CREATE A HAZARDOUS CONDITION. 7. ALL EROSION CONTROL MEASURES PROVIDED PER THE APPROVED GRADING PLAN SHALL BE INCORPORATED HEREON. B. GRADED AREAS AROUND THE PROJECT PERIMETER MUST DRAIN AWAY FROM THE FACE OF SLOPE AT THE CONCLUSION OF EACH WORKING DAY. ALL REMOVABLE PROTECTIVE DEVICES SHOWN SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGRATE. SHOULD GERMINATION OF HYDROSEEDED SLOPES FAIL TO PROVIDE EFFECTIVE COVERAGE OF GRADED SLOPES (90% COVERAGE) PRIOR TO NOVEMBER 15. THE SLOPES SHALL BE STABILIZED BY PUNCH STRAW INSTALLED IN ACCORDANCE WITH SECTION 35.023 OF THE EROSION AND SEDIMENT CONTROL HANDBOOK OF THE DEPARTMENT OF CONSERVATiON, STATE OF CALIFORNIA. PLANS PREPARED BY: L] TETRA TECH 16241 Laguna Canyon Road, Suite 200 Irvine, California 92616 (9491 727-7099 9495 727-7097 FAX NO BLASTING SHALL BE PERFORMED UNTIL A VALID BLASTING PERMIT HAS BEEN OBTAINED FROM THE CITY OF CARLSBAD. SUBMIT APPLICATION FOR BLASTING PERMIT WELL IN ADVANCE OF THE SCHEDULING OF BLASTING OPERATIONS. IF ANY ARCHAEOLOGICAL REROURCES ARE DISCOVERED WITHIN ANY WORK AREA DURING CONSTRUCTION. OPERATIONS WILL CEASE IMMEDIATELY, AND ThE PERMITTEE WILL NOTIFY THE CITY ENGINEER. OPERATIONS WILL NOT RESTART UNTIL THE PERMITFEE HAS RECEIVED WRITTEN AUTHORITY FROM THE CITY ENGINEER TO DO SO. ALL OPERATIONS CONDUCTED ON THE SITE OR ADJACENT THERETO. INCLUDING WARMING UP, REPAIR, ARRIVAL DEPARTURE OR OPERATION OF TRUCKS. EARTHMOVING EQUIPMENT. CONSTRUCTION EQUIPMENT AND ANY OTHER ASSOCIATED GRADING EQUIPMENT SHALL BE LIMITED TO THE PERIOD BETWEEN 700 AM. AND SUNSET EACH DAY. MONDAY THRU FRIDAY AND NO EARTHMOVING OR GRADING OPERATIONS SHALL BE CONDUCTED ON WEEKENDS OR HOLIDAYS. (A LIST OF CITY HOLIDAYS IS AVAILABLE AT THE ENGINEERING DEPARTMENT COUNTER.) ALL OFF-SITE HAUL ROUTES SHALL RE SUBMITTED BY THE CONTRACTOR TO THE CITY ENGINEER FORWOR APPROVAL IWO FULL WORKING DAYS PRIOR TO RECINMNG OF IMPORT MATERIAL SHALL BE OBTAINED FROM, AND WASTE MATERIAL SHALL BE DEPOSITED AT, A SITE APPROVED BY THE CITY ENGINEER. THE CONTRACTOR SHALL BE BESPOAILE FOR ANY DERRIS OR DAMAGE OCCURRING ALONG THE HAUL ROUTES OR ADJACENT STREETS AS A RESULT OF DIE GRADING OPERATION, BRUSH SHALL BE REMOVED ONLY WITHIN THE AREA TO BE GRADED. NO TREES ARE TO BE REMOVED UNLESS SPECIFICALLY NOTED ON THE PLAN. ALL AREAS SHALL BE GRADED TO DRAIN. GRADING RESULTING IN THE PONDING OF WATER IS NOT PERMITTED. ALL EARTHEN SWALES AND DITCHES SHALL HAVE A MINIMUM ONE PERCENT SLOPE. THESE PLANS ARE SUBJECT TO A SIGNED AND APPROVED SET OF EROSION CONTROL PLANS. EROSION CONTROL SHALL BE AS SHOWN AND AS APPROVED BY THE CITY ENGINEER OR AS DIRECTED BY THE PROJECT INSPECTOR. .. / ;. ,. / . , '' 5 FOR CONTINUATION OF FREEWAY PIPELINE TO EL CAMINO / (APPROX. 500) REAL SEE ATTACHED PIPELINE SHEETS / '—SDG&E EASEMENT SEE SHEET I HAUL ROUT`E ---- -- -- -- -- -- -- — -- -- --— -- -- --__,-- ---_-- -- PRODUCT WATER PUMP STATION sirs . FOR CONTiNUATION NCTD RN • (PER SEPERATS DWG) - / / STORAGE TAN~ SITE (PER SEPERATIE DI NOTES: __--------- k----- SEIDON - , lill -'4 2. GRADING AND LAND ALTERATION OUTSIDE OF THE CONSTRUCTION —111F.7 AND BMP's REFER TO TIE ATTACHED EROSION ACCESS COI CONTROL PLAN IN SWPPP. APPROVED CONSTRUCTION ZONE IS PROHIBITED. POSEIDON L IDO SE p L/2 STABILIZED EXIT 3. EQUIPMENT WASHING, REFUELING AND/OR 4. CONSTRUCTION SITE SHALL MAINTAIN GOOD SERVICING SHALL TAKE PLACE OFF51TE OR IN WATER CON' THE DESIGNATED LOCATION(S) ONLY, WHICH CRET-E WASHOUT /A\ SHALL BE SPECIFICALLY EQUIPPED WITH BMP's TREATMENT FOR SUCH USE- PLANT SITE TEMPORARY STOCKPILE 1 POSEIDON EASEMENT CONSTRUCTION HOUSEKEEPING CONTROLS AND PROCEDURES (E.G., CONTRACTOR SHALL CLEAN / \ JI P LEAKS, DRIPS AND OTHER SPILLS MMEDIATELY; MATERIALS COVERED AND OUT OF THE RAIN, INCLUDING EXPOSED ii TI / 1 E STOCKPILES OF SOIL AND WASTES DISPOSE OF . ALL WASTES PROPERLY, INCLUDING PLACEMENT . I I . OF TRASH RECEPTACLES ON SITE FOR THAT I • 0 PURPOSE, AND COVER OPEN TRASH MATERIAL STORAGE . RECEPTACLES DURING WET WEATHER; REMOVE EXISTING BERMEDEARThEN AND STAGING AREA . 1 . ALL CONSTRUCTION DEBRIS FROM BEACH AND RETENTION BASIN . .' ..:. I . . ... H LAGOON SHORELINE). ;.. . . I .. . .1 5 ALL EROSION AND SEDIMENT CONTROLS SHALL . ,., . ... . . . . STOCKPILE 2 BE IN PLACE PRIOR TO COMMENCEMENT OF TEMPOFLARY / CONSTRUCTION AS WELL AS AT THE END OF 4 EACH WORK DAY H I N<— I 6 A COPY OF THE APPROVED CONSTRUCTION PLAN PA-. I SHALL BE KEPT AT THE CONSTRUCTION JOBSITE AT ALL TIMES AND ALL PERSONS INVOLVED WITH THE CONSTRUCTION SHALL BE BRIEFED ON ITS CONTENT AND MEANING PRIOR TO COMMENCEMENT OF CONSTRUCTION — - - / •1 1 7 PERMI1TEE SHALL NOTIFY THE EXECUTIVE ,/ •# / POSEIDON EASEMENT . .................. I . .. DIRECTOR AT LEAST THREE WORKING DAYS IN VEHICLE AND . . 1 ...; . ADVANCE OF COMMENCEMENT OF CONSTRUCTION. / I EQUIP FUELIN I 1 1 AND IMMEDIATELY UPON COMPLETION OF / CONSTRUCTIONPARKING AREA i . •:; I , . ............................., • : , CONSTRUCTION. A f' I I A H ED' 0 A ___, (EXISTING ASPHALT PAVEMENT) lW.I.JFN. I FM t I I B. PERMITTEE SHALL UNDERTAKE CONSTRUCTION IN LAGOON . / 1 V ACCORDANCE WITH THE APPROVED \ / CONSTRUCTION PLAN ANY PROPOSED CHANGES \ / TO THE APPROVED CONSTRUCTION PLAN SHALL / BE REPORTED TO THE EXECUTIVE DIRECTOR / 9 NO MATERIAL CHANGES TO THE APPROVED CONSTRUCTION PLAN SHALL OCCUR WITHOUT A COMMISSION AMENDMENT TO THIS COASTAL IF INTAKE PUMP STATION SITE •'._ I . . .......................... . .. DEVELOPMENT PERMIT UNLESS THE EXECUTIVE (PER SEPERATE DWG) ASPHALT PAVEMENT —EXISTING ENCINA POWER I / DIRECTOR DETERMINES THAT NO AMENDMENT IS / I I GENERATING STATION I ---------d PLANS PREPARED BY I L I // I / ("TETRATECH -, I . ......... . .,., 16241 Laguna Canyon Road Suite 200 - / / .1 I,v e California 92618 I STABILIZED EXIT / ' . (949) 727-7099 STAEIUZEDEXFT—"949 727-7097 727-7097 FAX - - .. ....................../ • • _____ — — -_ - CONSTRUCTION •..• . . ..;.•. ,-.. ......... .. . - AS—BUILT ACC NSTRUCTION ESS CORRIDOR — CARLSBAD BLVD — ACCESS CORRIDOR RCE _______ EXP. _________ DATE ..•,•.•• REVIEWED BY, 0 100 200 - INSPECTOR DATE . SHEET CITY OF CARLSBAD SHEETS ___________________ • - _________ - - — ENGINEERING DEPARTMENT 6 ROUGH GRADING PLANS FOR: LEGEND _________________________ POSEIDONRESOURCESCARLSBAD SEAWATER DESALINATION PLANT — — — — PROPERTY LINE _____________________________________ CONSTRUCTION PLAN APPROVED: DAVID A. HAUSER PROPOSED LEASE AND EASEMENT — — __......_. .._.. DEPUTY OTT ENGINEER FE 33081 EXP. 6/30/10 DATE — — — — EXIST. SDG&E EASEMENT _____________________________________ _______ DATE VATIAL DATE VATIAL — OVA-I BY: PROJECT NO. DRAWING NO. ENGINEER OFWORI< REVISION DESCRIPTION OTHER APPROVAL 05-12A 463-60 F . GENERAL DEMOLITION NOTES: / 1. A FACILITIES WITHIN THE DEMOLITION BOUNDARY,I (INCLUDING BUT NOT LIMITED TO PIPING, / ELECTRICAL, TANKS AND OTHER STRUCTURES OR // / ITEMS). SHALL BE DEMOLISHED, REMOVED AND 6 . / DISPOSED OF, AS SPECIFIED. / 2. EXISTING FACILITIES ARE SHOWN IN THE APPROXIMATE LOCATION AND ORIENTATION, ONLY. \ , ... .. .,-,.' •'. . ---:' . '. /''' // 3 PROTECT IN PLACE ALL ITEMS NOT IDENTIFIED FOR -NCTD R/W ... . ... / / DEMOLITION. 6 4. WHERE FACILITIES ARE IDENTIFIED FOR DEMOLITION, ALL SURFACE AND BURIED ELEMENTS SHALL BE COMPLETELY REMOVED IN THEIR ENTIRETY. r ---------------------------------------------------------------------------------------------a.— — — — — — — — — — — — — — — — — -/--II- — -------- 5. WHERE FACIUTIES ARE IDENTIFIED FOR RELOCATION, -:I / THE NEW INSTALLATION SHALL BE PER APPROVED /.. / DRAWINGS, SPECIFICATIONS AND SHOP DRAWINGS. POSEIDON 2 EXISTING VAULT / FIRE F-,\ AND TUNNEL EASEMENT / a) / 6. IF ANY PILES ARE DISCOVERED, THEY SHALL BE L_. -------------------------------------------------------------------------_. - . REMOVED TO AN ELEVATION 5—FEET BELOW THE 1 ------/--_-. PROPOSES STRUCTURE DR SURFACE. 2 NOTES. UEL IL FILL LINE SDG&E EASEMENT / 1 ' J TIN TANK T I BY UTILITY OWNER ABOVE OOUND PIPING O REMOVE AND DISPOSE EXISTING POSEIDON POSEIDON I i DEMOLITION POSEIDON LEASE AND EASEMENT TUNNEL AND ACCESS VAULTS / POSEIDON PIPING FROM EXISTING 106 BOUNDARY LEGEND: PROPERTY LINE PROPOSED LEASE AND EASEMENT EXISTING SDG&E EASEMENT DEMOLITION BOUNDARY PLANS PREPARED BY: I . . TETRATECH W A TE ~ AER EXISTING ACCt SS ROAOQ 16241 Laguna Canyon Road, K'K ":.. S Suite 200 l~ine, California 92618 949~ 727-7099 949 727-7097 FAX / N / AS-BUILT RCE ________ EXP. __________ DATE REVIEWED BY: INSPECTOR DATE SHEET CITY OF CARLSBAD [WETS 4 FNCONFFRINC 1)FPARTUPNT I 6 DEMOUT1ON PLANS FOR: I I POSEIDON RESOURCES CARLSBAD SEAWATER DESALINATION PLANT I DEMOLITION PLAN - PIPING I APPROVED: DAVID A. HAUSER DEPUTY CITY ENGINEER PE 33081 EXP. 6/30/10 DATE I DATE IN:TIAL DATE INITIAL DATE HKD BY NITlAJ. _______ IDWN BY: ______ 1 PROJECT NO. DRAWING NO]IC :....................JI ENGINEER OF K REVISION DESCRIPTION APPROVAL IR BY: I I RP 05-12A 463-6B GENERAL DEMOLITION NOTES: ALL FACIUI1ES WITHIN THE DEMOLITION BOUNDARY, (INCLUDING BUT NOT LIMITED TO PIPING, ELECTRICAL, TANKS AND OTHER STRUCTURES OR ITEMS), SHALL BE DEMOUSHED, REMOVED AND DISPOSED OF, AS SPECIFIED. EXISTING FACILITIES ARE SHOWN IN THE APPROXIMATE LOCATION AND ORIENTATION, ONLY. PROTECT IN PLACE ALL ITEMS NOT IDENTIFIED FOR DEMOLITION. WHERE FACILITIES ARE IDENTIFIED FOR DEMOLITION, ALL SURFACE AND BURIED ELEMENTS SHALL BE COMPLETELY REMOVED IN THEIR ENTIRETY. WHERE FACIUTIES ARE IDENTIFIED FOR RELOCATION, THE NEW INSTALLATION SHALL BE PER APPROVED DRAWINGS, SPECIFICATIONS AND SHOP DRAWINGS. IF ANY PILES ARE DISCOVERED, THEY SHALL BE REMOVED TO AN ELEVATION 5—FEET BELOW THE PROPOSES STRUCTURE OR SURFACE. NOTES: ( REMOVE AND DISPOSE PROTECT IN PLACE K1 REMOVE AND DISPOSE PER PIPING DEMOUTION PLAN (SHT 4) TO BE RELOCATED BY OTHERS () UTILITY TO BE CAPPED OFF BY UTILITY OWNER LEGEND: - - - - PROPERTY LINE PROPOSED LEASE AND EASEMENT EXISTING SDG&E EASEMENT Z31 DEMOLITION BOUNDARY / / ------i-- \ / i \ . .. . .., ... .. ... ... ,.. . .,. . ..-: .. // NCTDRMI F - --- LT1 _AND 1L 7. . . /\CUT[R TANK / 7 \/DISPLACEMENT\ LIQUID CAUSTIC _OIL TANK L QUID ____/ WASTEWATER TREATMENT PLANT AND AUXIUARY TANKS QEL OIL VALVE PLATFORM AND @LOAD UNLOASPUMPS UIDSULR// ACID TANK CONTAET TANK 1 AND IPMENT SDG&E EASEMENT THICKENING TANK AND RELATED EQUIPMENT ABOVE 5 LEASE POSEIDON AND HILLAILL) 20 ETL3 PIPl NO. RELATED zx ________ \ ABOVE GROUND PIPING / . . .. -................................. .. ..... ... .........':i ............c. / PLANS PREPARED BY: U TETRA TECH 16241 Laguna Canyon Rood, Suite 200 Irvine, California 92618 (949) 727-7099 9495 727-7097 FAX AS-BUILT RCE ________ EXP.— DATE REVIEWED BY INSPECTOR DATE SHEET CITY OF CARLSBAD IISHEETSI ENGINEERING DEPARTMENT 6 )EMOUTION PLANS FOR: POSEIDON RESOURCES CARLSBAD SEAWATER DESALINATION PLANT DEMOLITION PLAN FACILITIES APPROVED: DAVID A. HAUSER DEPUTY CITY ENGINEER PE 33081 EXP. 6/30/10 DATE [OWN BY: [CHKD BY: RVWD BY: .._.... PROJECT NO. DRAWING NO. I DATE INITIAL REVISION DESCRIPTION DATE INITIAL DATE N1 AL ENGINEER OF WORK OTHER APPROVAL CITY APPROVAL LEGEND FENCE LINE —o---o--- K—RAILS EXISTING CONTOURS PROPOSED CONTOURS EXISTING SPOT ELEVATION -S,-. - GRADING LIMITS - -. -. BLADED SWALE NOTES: IN THE EVENT GROUNDWATER PUMPING IS REQUIRED, CONTRACTOR SHALL FIRST OBTAIN A DISCHARGE PERMIT FROM THE RWQCB AND SHALL PROVIDE A COPY TO THE ENGINEERING INSPECTOR. INSTALL SIGNS "CAUTION - OVERHEAD ELECTRIC - HIGH VOLTAGE" rRIP RAP TYPE 2 ENERGY DISSIPATOR PER SDRS DRAWING D-40: ROCK CLASS=ND. 3 BACKING DIMENSIDNS=4.5W X 10L THICKNESS(T) MIN.=0.6 FILTER BLANKET: GRANULAR MATERIAL TEMPORARY DESILTATION BASIN OUTLET WITH RISER PER CITY OF CARLSBAD STD. DWG 05-3 a 40 80 PLANS PREPARED BY: LI TETRA TECH 16241 Laguna Canyon Rood, Suite 200 Irvine, California 92618 (949) 727-7099 (949) 727-7097 FAX SECTION C N.T.S. AS—BUILT RCE _______ EXP. _________ DATE REVIEWED BY INSPECTOR DATE SHEET rn:Y OF CARLSBAD ENGINEERING DEPARTMENT SHEETS 6 ROUGH GRADING PLANS FOR: POSEIDON RESOURCES CARLSBAD SEAWATER DESALINATION PLANT ROUGH GRADING PLAN APPROVED: DAVID A. HAUSER DEPUTY CITY ENGINEER PE 33061 EXP. 6/30/10 DATE I OWN BY: CHKD BY: AL/AD BY: PROJECT NO. RP 05-12A DRAWING NO. 463-66 DATE INITIAL REVISION DESCRIPTION DATE WIT1AL DATE OAT1AL ENGINEER OF WORK OTHER APPROVAL CITY APPROVAL 'T1'1 BASIN OUTLET AND OVERFLOW PER CITY Or S CARLSBAD STD. DWC 05-~3 STWIC AXTEWATER . .. I - • HD((NG TANK AREA I PRO 1K PLACE I . / z __ / 4 _____ EXISTING ACCESS ROAD 51 10 —H VERTICAL SHEET SHORING EL. VARIES IT CONSTRUCTION FENCE EXISTING 12" HP GASY (PROTECT IN PLACE) DEPTH TO BE VERIFIED TANK PAD EL. 3.0 TANK PAD / SECTION A N.T.S. EL = 46 TEMPORARY STOCKPILE SECTION B